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Home My WebLink AboutTrussf . ..... .... .. ... RE:. 2876364 MiTek USA, Inc. 18,30 A:3C:. BLKNO HS ...:: 6904 Parke East Blvd. Ta • mpa, FL 33610-4115 Site Information: Customer: Adams Homes Port St Lucie*,.:Project Name: 2876364 Lot/Block: 1.13/PH3Model: 1820 3CAR Address-' :562'1 LUGO ST Subdivision: WATERSTONE City: Fort Pierce State: FL . ......... General Truss .Engineering.Criteria&Design-Loads (Individual Truss Design Drawings•Show Special..: Loading Conditions): Design Code: FBG2020/TP12014 Design.Program: MiTek20/20.8.4 Wind Code: ASCE'7=1:6.., Wind Speed:: 160 mph Roof Load:. 37_.0 psf ....... Floor Load: N/A.psf This package. includes 29 individual; .dated Truss Design. Drawings and 0 Additional :Drawings. With My seal affixed WINS. 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 T24978120 A01 8/12/2021 :21 T24978140 D02A 8/12/2021 2. T24978121 A01AG 8/12/2021 22 T24978141 - E7 8/12/2021. 3 T24978122 A01BG 8/12/2021 23 T24978142 E7V 8/12/2021 . ... ... 4 T24.978123... A01.CG ... ... 8/12/2021..... ..24... T24978143... ... E7VP• .8/12/202i 5 T24978124. : A02 8/12/2021 25 T24978144 :- G01 8(12/2021 6 T24978125.: 403 .::::..: 8/12/202.1 26.: T24978145 G02 8/1.2/2021 7: T24978126 A04 8/12/2021 27 T24978146 G03 8/12/2021: 8:: ;, T24978127 A05 8/12/2021 28 T249`78147 H7: - 8/12/2021:.: 9 T24978M28 A06:: 8/12/2021 .: 29 T24978148:: H7V 8/12/2021 10 T24978.129 A07 :.:. " .: 8/12/2021 1;1 T24978130 ' :: A08 .8/12/2021 12 - T24978131 BO1G 8/12/2021 13 T24978132:: B06.G .: 8/12/2021:- 14 T2497813.3• Cl 8/12/2021 15... T24978134 C1V 8/12/2021 16 ' . T24978135 C3 8/12/2021 11: T24978136 C3V 8/12/2021 18 T24978137 CS 8/12/2021 19 T2497813.8 .: C5V . :...: 8/12/2021 20 T24978139 DO1G 8(iM62 1 The. truss drawing(s) referenced above have been. re amd. b i . �� } 6 ly MiTek USA, Inc under my direct supervision N� . tti -4':?J �•y based on the parameters provided by Builders FirstSource (Plant City, FL)..:::...: �� P.... ... ..... ,; ':Truss Design Engineer`s Name: Vele2; Joaquin ..��>� .��P'� E N�• c�:r�: �� -My license renewal.date for the state of Florida is February 28; 2023. Florida COA: 6634 NIo ... 18: IMPORTANT NOTE: The seal on these truss component designs is a certification..:::.. that the engineer named is licensed in the jurisdictions) identified andaFiatthe designs comply with ANSVTPI 1. These designs are based upon parameters S shown (e.g_loads, supports,. dimensions; shapes and design.codes), which were .. A� O F �_� � • TE. O given:to MiTek. Any project specific information included is for MiTek customers file reference purpose.only,:and was not taken into account in the preparation of ��'��'•. < R.1 V P • N these designs.: MiTek- has not independently verified -the applicability of the design parameters or the designs:for any particular building..: Before use, the building designer ��j s� AL ��% should verify applicability. of design parameters and properly incorporate these designs into the: overall building design per:ANSI/TPI 1, Chapter 2::or Joaquin Velez E N :68'182 Welk USA, In . FL ert6634 6904 Parke Ea t B d. Tampa FL 33610. . 'August ... ... s 12- 2021 l . of; .l :.: Velez; Joaquin ..... ... ... ........ ..... ... ... Job Truss - Truss Type . .... Qty; Ply 1830 A 3C'BLK:NO HS ....T24978120 2876364 A01 :. SPECIAL 13 .1 "" rJob Reference (optional) tsullaers f-irsiboufce (Ytanl Lilty, FL), rtam Lmy, t-L - JJbb/, ci.43u s dun a zuz i ivii I eK Inuusines, trla. t ye r+ug i u utv i o: i a cue i rdye i ... 1D:193QGW BBpX3jR187ze0m7kz5?ad-n5d711ij7yr3Sfzm_AwXVA9E1 MS7?SZN3iY7xAypIFA r1-4-q 6-3.0 11-11=12 19-10-0 27-8-4 33-5-0 39.8-0 1- - 1-4r0 6-3-0 5-8-12 . 7-10-4 ...: 7-10.4 .. 5.8-12 6-3-0 .... S - : tale' '1.72.2 5x6 ... 6.00 12: .. 5 - - 17 16 5x8 5x8 4 � .. ...:. 6 2x4 ZZ 3 2x4 5 . 18 15 j 14 ..: 2 — 18 14 19 . 20.. 11 10 1 7x8 —..20 iN 9 I11 . _ 6x . =: 4x = 4x4 : :.. 7z8.- Iv b ST1.5x8 STP= ST1.5x8 STP= 5x12 3.00 12, Z 5x12 — 8-8-0 17 6 8 22 1 8 ... 31-0-0 39 8 0 8-8-0 8-10-8 4.6-15 8-10-8 0 Plate Offsets (X;Y)=- '[2:0-4-8,0-2-8][4:0-4=0;0=3-0],[6:0-4-0,0-3-0],[8:0-4-8,0=2-8][10:0-4-0,0-5-01;[14:0-4=0,0-5-01 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell-: Ud PLATES GRIP TCLL 20:0 :... Plate Grip DOL. 1.25 TC " 0:96. Vert LL ( )' 0.4910-11 >960 240 :.. MT20 244/.1.90 TCDL 7.0 Lumber DOL': 1.25 BC 0.75. Vert(CT) r0.8310-11 >561 180 '. BCLL 0.0. '.. Rep Stress, Inch : ..: YES WB . 0.71. Horz(CT) 0.48 8 n/a n/a BCDL' 10.0 Code: FBC2020/TPI2014 . Matrix-SH Weight::230lb FT=20% ' LUMBER- BRACING - TOP CHORD .2x4 SP M 31 'Except' . ..: TOP CHORD ' Structural wood she directly applied. .' 1-4,6-9: 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or:6-1-9 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt . 6-11, 4-12 , .... 13-14,10-13; 2x6 $P,No.2 WEBS 2x4 SP No.3 " REACTIONS. .. (size) 2=0-8-0, 8=0-8-0 Max.Horc 2=433(LC 9) . Max Uplift 2=-810.(LG 10), 8= 810(LC 10) Max Grav 2=1782(LC 15), 8=1782(LC,16) FORCES. (lb) -'Max. Comp./Max. Ten.: All forces*250 (lb) or less except when shown. TOP CHORD -2-3=-5794/2627, 34=-5560/2469;:4-5=-2715/1481, 5-6=-2676/1481, 6-7=-5238/2469, 7-8=-5483/2628 BOT:CHORD 2-14=-2202/5538;.12-14=-1441/3786, 11-12=-649/2204, 10-11=1441/3291; ::. 8-10=-2202/4922 . . WEBS 5-11= 425/1139; 6-11=-1436/820, 6-10=-682/2000, 7-10=-188/281, 5-12=-425/1190, 4=12=-1522/820,4-14=-682/2184,3-14=-173/281 NOTES-.. .... . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=160mph,(3-second gust) Vasd=124moo; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft;'eaye-5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C C EXterior(2E) -1+.0 to 2-7-10, Interior(1) 2-7-10. to 15-10-6, Exterior(2R) , 15-10-6 to.23-9-:10, Interior(1) 23-9-10 to 37-0=6; Exterior(2E) 37-0-6 to'41-0=O'zone;C-C for members and forces & MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown Covers rain loading requirements. specific to: the use of this truss component. 4) This truss has been designed fora 10.0 psf bottom chord live, load nonconcurrent with any other live loads. 5) ' This truss heis:been designed for a IiVe'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 othermembers, with BCDL= 10.Opsi: 6) Bearing atjoint(s)'2, 8 considers parallel to grain -value using ANSI/fPI 1 angle to grain formula. Building.designer should Verify: . . ... . capacity of bearing surface: - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb.uplift at joint B. .. Joaquin Velez PE No.66162. MiTek USA, Inc. FL Cert6634 ast Blvd. Ta p 6904 Parke E m a FL 33610 Date:. . August .10,2021 .0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.Mil-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shovM,'and is f&'an individual building component, not �• a truss system. Before use, the -building designer must verify the applicability of design parameters and piopedy 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 bracmg MOW is always_ required for stability and to prevent collapse:wlth possible personal injuryand property damage. For general. guidance regarding the . . • . . fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, QSB-89 and BCSI Building Component . 6904 Parke East Blvd, - - Safety Information: available from Truss Plate Institute,.2670 Crain Highway, Suite 203, Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty: Ply 1830 A 3C BLK_NO HS T24978121 2876364 AO1AG . SPECIAL, 3 1 ' " ' "' "" ": . .... Job Reference (optional) Builders FirstSource (Plant City, FL), .: Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Aug 10 09:16:20 2021 Page 1 • ... ID:193QGWBBpX3jRl87ze0m7kz?sd-FHBW.F52LtGzv4oYyXuRmIOiQBmkjkvdXINHgTcyplF9 ' r1.4-0 :. 6 3 0 11_11 12 :19.10=0 26-g.q :. 32_B_5 . :. 39-8-0: 1-4-0 6-3.0 5-8-12 7-10-.4 .: 6-10.4. 6-0-1 6-11-11 S 4 cale:- 1:70. 5x6 5x6 II 6.00 F12- 5 6.. ... 18 19 . . 5x8 .5x6: 7 4 2x4 2:x4 3 ' 20 17 14 16 9 m 2 5x6 — 15 21 4x6 = ... . d :.. 1 0 3z4 = Ia 0 23 ST1.5x8 STP.= 13 12 22 1110 3x6:= x6 — 5x6 4 3.OD 12 6x8 = — . . . ... . .... 3x6 B-8-0 15-3-8 20-1-8 20 -0 30-2-9 39-8-0 8-8-0 6-7-8 4-10-0 0- -8 10-0-9 9-5-7 Plate Offsets (X Y)-= [2:0-5-7 Edge] 14:0-4=0 0'-3-01 [7:0-3-0 0-3-0] ..... LOADING (psf) .. .... .. I SPACING- 2-0-0 .. CSI. DEFL. in (loc) I/defl. Ud PLATES GRIP TCLL 20:0 :... Plate Grip DOL :... 1.25 TC ' 0.94 Vert(LL) -0.29 10-12 >784 240.MT20 244/.1,90' TCDL 7.0 Lumber DOL 1.25 BC 0.99. Vert(CT) -0.47 10-12, >493 180 BCLL 0.0. " Rep Stress. Incr . ... YES W B 0.72. Horz(CT) -0.06 . 12 n/a n/a BCDL' 10.0 Code; FBC2020/TPI2014 :„ Matrix-SH Weight: 212lb 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* BOT CHORD. Rigid ceiling directly applied or:2-2-0 oc bracing. Except: 6-12: 2x6 SP,No.2 1 Row at midpt . 6-14 WEBS 2x4 SP No.3 5-11-0 oc bracing: 12-14 WEBS 1 Row, at'midpt: 7-12 ' REACTIONS. (size) 2=0-8-0; 12=0-4-0, 9=Mechanical ' Max:Horz 2=425(LC 9) Max.Uplift 2=-502(LC 10), 12=-638(LC 10), 9=-360(LC.10) Max Grav 2=900(LC 15), 12=1887(LC 15); 9=893(LC 16) FORCES. (lb) -Max. Comp./Max.; Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2286/11013, 3-4=-1971/938, 4-5=-558/520, 5-6=-350/507, 67=-130/297, 7-8=-1183/653, 8-9= 1367/687 ' ' BOT CHORD. . 2-16=-884/2358, 15-16= 362/1.181., 14-15= 157/253, 12-14=-1343/531, 6-14=-1210/534, 10-12= 140/499; 9-10=-490/1154 . .... WEBS 3-16= 322/300, 4-16=-333/1226, 4-15==994/613; 7-12=-859/510, 7-10==271/868, 8-107-412/676, 5=15=441/1102 NOTES- 1). Unbalanced roof live loads have been considered for this design. 2). Wind: ASIDE 7-16; Vult=1;60mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; e6ve=5ft; Cat. 11;:Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6; Extefior(2R) 15-10-6 to 23-9-10, Interiot(1) 23-9-10 to 35-6-10, Exterior(2E)' 35-6-10 to 39-6-4 zone;C=Cfor members and forces & MWFRS for reactions shown;' Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer./. Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ; to. the use of this'truss component. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurreni with any otfier live loads. 5) '.This truss has been designed. foe 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s)-2 considers parallel to grain: Value using ANSI/TP1 1 angle: to grain formula. Building designer should verify . . ... . capacity of bearing surface: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 502 lb uplift at joint 2, 638 lb uplift at joint 12 and 360 lb.uplift at joint 9. Joaquin Velez PE No.66192; MiTek USA, Inc. FL Cart 6634 East Blvd Tam pa mpaF.33 0 •:;, Pate: August ' , :..A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 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. •Additionartemporary and permanent bracing . MiTek' is always required for stability and to prevent collapse:with possible personal injury and property damage. For generalguidanceregarding the - fabrication, storage; delivery, erection and. bracing of. trusses and truss systems, see , , ANSUfPI/ Quality Criteria, DSB-89 and BCSI Building Component . 6904 Parke. East Blvd: Safety Information: available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ Tampa, FL 36610 Job Truss Truss Type Qty. Ply 1830 A 3C BLK NO HS T24978122 2876364 A01 BG . SPECIAL. 2 1 :... " ' "' " r ' Job Reference o tional nuueers ruslaource triant uiny, 1-Y, riani ury, rr- - 5000r, 0.40U b UU11 L 1 IVII 1 Cn II IUUffi11Ub, II IU. I UC 1 9 I D:193QG W BBpX3j Rl87zeOm7kz57ad-jUkuSR3zeZ5mhy785by?abFeM96hTQwgX11 E02ypiF8 r1-4-0 6-3-0 11=11-12 19.10.0 26=8 4 32 8=5: 39 B 0 1-4-0 6-3-0 5-8-12 7-10-4 6-10-4. .: 6-0-1 6-11-11 .5x8. \� Scale = - 17.47. . .... 6.00 12 ... ' ... 5 a... — 15 16 5x8 i 5x6 6 4 x4 2x4 � 3 .... ... .. .. 17 14 . 11 0.. 13 8 0 m 2 12 4x6 m N 1 .... =. 5x6 o • 10 1.t3 19 9 0: _ ST1.5x8 STP = 6x8 5x6 % ST1.5x8 STP= 3.00 t2 .6x8 = 8-8-0 .: ' . ' .. . ' 1. 13-0-0 19�10.0 2019-0 29--4-7 39-8-0 YIBIe UTTSetS (X Y)-- l'L:U-b-/ togel f4:U-4-U u-J-UJ tb:U-L-72 u-Y-l'Ll lb:U-J-U U-3-U1 r`J[U-4-U Cgge1 t I U:U-J-O,U-3-Up " GOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES : GRIP TCLL 20.0 :.. Plate Grip DOL :... 1.25 TC ' .0.72. Vert(LL) ' -0.27 - 9-10 >855 240 -. MT20 244/1,90 TCDL 7.0- Lumber DOL " .. 1.25 BC 0:88- . Vert(CT) 70.43 .9-10 >541 180 BCLL 0.0. ' .. Rep Stress Incr . YES W B ; 0.46: , Horz(CT) 0.08 . 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH IN$ighF::197 lb FT= 20%" -LUMBER- BRACING- — - TOP CHORD '2x4 SP No.2 . . ' .. TOP CHORD ' ' : Structural wood sheathing directly applied or 3-5-1.oc pudins. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD. Rigid ceiling directly applied or:5-5-8 oc bracing. Except:" 5 10: 2x4 SP No.3, 9r10,8-9: 2x4 SP NoJ .. 1 Row at nlidpt . 5-11 WEBS 2x4 SP No.3 4-5-0:oc bracing: 10-11 WEBS 1 Row at midpt: 4-11, 6-10 REACTIONS. All bearings 0-8-0 except at=length) 8=Mechanical, 12=0-4-0. (lb) - Max:Horz 2=425(LC 9) : ' . ' .. : .... ..: . . Max.0plift All uplift 100 Ib or less at joints) except 2=-575(1_C.10), 10=-556(LC 10), 8=-426(LC:10) Max Gram All reactions 250 lb or less at joint(s) 12 except 2=803(LC 15),.10=1677(LC 15), 8=952(LC 16) . . FORCES. (lb) - Max. Comp:/Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD'. :2-3= 1909/1394, 3-4=-1571/1234,'4-5=-257/427, 5-6=-195/450, 6-7=-1219/762, ... . .... . ... . 7=8=-1463/848 BOT CHORD. . 2-13=-1143/2019, 12-13=-581/934, 11-12= 581/934, 10-11=:1125/403, 5-11= 527/87, 9-10=:29.7/642, 8-9=-631/1239 WEBS 3-13=-357/287,"4-1:1=-1096/777, 6-10=-976/555; 6-9=-200/814, 7-9==412/370; ; 4-13=-403/1048 NOTES- _. 1) Unbalanced rooflive loads have been considered for this design. 2), Wind: ASCE 7-16; Vult=160rnph_(3-second gust) Vascl=1241Tph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; earls=5ft; Cat. 11;; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-G Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6i Exterior(2R) 15-10-6 to 23-9-1.0, Interior(1) 23-9-10 to 35-6-10, Exterior(2E) 35-6-10 to 39-6-4 zone;C=C for members and forces & MW FRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live.load shown covers rain loading requirements specific to. the use of this truss component. 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 desigried;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"otlier:rnembers, with BCDL;=;10:Opsf: 6) Refer to "girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain:value using ANSI/TPI 1 angle:to:grain formula. Building designer should Verify capacity of bearing surface: 8) Provide mechanical connection (by others) of truss to beadrlg plate capable of withstanding 575 lb uplift at joint 2, 556 lb uplift at joint 10 and 426 lb.uplift at joint 8.: a Joaquin Velez PE N0.66162: . ; ... MiTek USA, Inc. FL Cart 6634 " East Blvd Tampa _6904Par,e. Oats: ' .... ...August . 10,2021 ..PAGE.MII-7473 rev. 5/19/2020 BEFORE USE.A WARNING -Verify design'parameterssnd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 injuryand property damage. For general. guidance regarding the fabrication, storage; delivery, erection and, bracing of, trusses and truss systems, see ANSIITP11 Quality Criteria, OSB,89 and SCSI Building Component, - . 6904 Parke East Blvd: " Safety Information: available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 " Job Truss Truss Type City, - Ply 1830 A 3C BLK.NO HS ..T24978123 2876364 A01 CG . GABLE . . r . Job Reference (optional) puicierS FlrstSoufce (Plant clty,.f-L), . Flan Glty, t-L - 33567, 8.43U s dun 2 zuzi mt I eK Inaustnes, Inc. I ue HUg 1 U U&:l b:z3 ZUZl rage l I D:193OGW BBpX3j R187ze0m7kz5?ad-fsset74EABLUxGHXDO_TfOKzkzoixLvz-LW K4xypIF6 tt44510-11 13_2_p 1910-0 :.. 26-8=4 32=8-5 .. :':. 39-8.0. ...... 1-4r0. 5-10-0 7.4-0 6-8-0 6-1074.: 670-1 6-11-11 _. 5x6 II -S . Scale. -'1:Z6.0 p. 6 .... . ... . 6.00 F12 35 36 46 5x6 .5 7.' 5x6 3x4 i .. 4 8' 3x4 3x4 i 37 3x6 3 9. 34 14 13 10 2 3x4 - 4 6 = 0 1 Ic.IN. Pi o 5x8 = "18 17 16 15 .. 12 3B 39 : 11 5x8.= o 6x8; - 3x4 - ST1.5x8 STP= 5x6 _. 5-10.0 13-2-0 19.10-0 20iQ-0 29 4 7 - 39.8-0 5-10-0 7-4-0 6.8-0 0- -0 9.-4-7 10-3-9 Plate Offsets (X Y)== [2:0-4-0,0-3-1], [4i0-3-0,0-3-0], [7:0-3-0,0-3-0] [10:0-4-0,0-3-1], [11t0-4-0,Edge], [29!0-1-12,0-1-0] 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 .0.79: Vert(LL) -0.27 11-12 >873 240 ". MT20 244/.190' TCDL 1.0' .' LumberDOL :' ..1.25 BC 0:78.': (CT) .443 11-12 >544 Vert 180 . BCLL 010. `.. : Rep Stress. Incr . ... YES WB : 0.43, Horz(CT) 0.07 12 n/a n/a BCDL 10.0 'Code: FBC2020/TP12014 .'; Matrix-SH Weight: 260lb FT=20'/a LUMBER- BRACING- .. TOP CHORD :2x4 SP No.2 'Except* . .. TOP CHORD ::.structural wood sheathing directly applied or 2-7-1 oc pudins- 7-10: 2x4 SP No.i BOT CHORD. Rigid ceiling directly applied or:6-0-0 oc bracing,' Except: BOT CHORD 2x4 SP No..3'Except* 10-0-0 oc bracing: 11-12 2-15: 2x4 SP No.2 P, 13-14: 2x4 SP No:2,:11-12,10-11: 2x4 SP No.1 : : .: :" 6-11-5 oc bracing: 10-11. WEBS 2x4 SP No.3 1 Row at'midpt: 6-13 ' OTHERS .. 2x4 SP No.3 " ' 6-0-0 oc bracing: 12.13 " WEBS .1 Row at midpt 7-12 REACTIONS. All bearings 13-2-0 except Ot=length) 12=0-8-0, 10=Mechanical. (lb) - Max Horz 2=412(LC 9) Max UpliftAlluplift100 lb or less at joint(s).except 2=-21 O(LC 10), 1,2=-212(LC 10), 17=-398(LC 10), 15=-300(LC 10),.10=-441(LC 10) Max Grav All reactions 250 :lb or less at joint(s) 2, 16, 18'except 12=1126(LC 16), 17=381(LC 15), 15=728(LC 15), 10=967(LC16). FORCES. (Ib) -Max. Comp./Max.: Ten. - All forces 250.(lb) or less except when shown.. ' : ... . .... TOP CHORD 2-4=-315/354; 4=5=; 355/351, 5-6=-243/479,6-7==231/483, 7-8=-1322/823;' 8-10=-1612/944:: BOT CHORD 14-.15=-628/3721 5-14=-509/4111.12-13=-518/23, 6-.13=-399/67,.11-12=-368/710, . 10-11=-750/1415 . WEBS 4-17=-394/4331 7-12- 996/573, 7-11=-208/848, 8r11=-501/410 NOTES- 1) Unbalanced, roof live loads have been considered for this design. 2) Wind: ASCE 7-16;_Vult=160mph (3=second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to.15-10-6, Extedor(2R) 1.5-10-6 to 23-9-10, Interior(1) 23-9-10 to 35-6-10, Exterior(2E) 35-6-10 to 39-6-4 zone;C-C. for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60: 3) Truss designed for wind loads, in the plane of the truss only. For studs exposed to wind (:normal to the face), see Standard:lndustry Gable End Details as applicable, or cohslilt qualified building designer as per ANSVTPI 1. 4) Building Designer/ Project engineer responsible for verifying applied: roof 1ive.load shown covers rain loading requirements specific to the use of this truss component. 5) All.plates are 2x4 MT20 unless: otherwise indicated.. 61 Gable studs spaced at 2-0r0: oc: 7) This truss has. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has:been designed for a live:load 0 .20.Opsf on the bottom chord in all areas where a rectangle 3-_6-0 tall by 2-0-0 wide : Joaquin Velez PE No.681$2 will fit between'the:bottom chord and any other members, with BCDL = 10.0psf: MiTek USA, Inc. FL Gert:6634 9) Lumber designated with a.."P'.' is pressure4reated with preservatives. Plate lateral resistance values have been reduced 20%. where ' 6904 Parke East Blvd. Tampa FL 3361.0 used in this lumber. Plates should be protected from corrosion per the recommendationof the treatment company. Borate or. other suitable treatment may be used if it does not corrode. the plates.:lf ACQ, CBA, or CAB treated: lumber is used, improved'b6t osion Date: protection is, required, and'G185 galvanized plates may tie used: with this design. Incising factors have not been considered for this . :. 11gUSt '1 O 202 Co i� � esi ner to verif suitabilityof this product for its intended use: ...A WARNING -Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 BEFORE USE. ' :Design valid for use only with MiTek® connectors. This design is based,onfy upon parameters shown, and is for an individual building component, riot. -�• - 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 MT6W ' is always required forstability and to prevent collapse:with possible personal injuryand property damage. For general. guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see . . ANS11TP11 Duality Criteria, DSB-89 and BCSI Building Component . ' ' . ' . ' : 6904 Parke -East Blvd. . Safety Information. available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 ...: - ..: Tampa, FL 36610 ' Job Truss Truss Type q Qty; Ply 1830 A 3C BL.K.NO HS . T24978123 2876364 A01 CG . GABLE:.. . 1 1 r Job Reference (optional) ...,A WARNING -Verity designparameters and READ NOTES ON THIS AND JNCLUDED MITEK REFERENCE PAGE.10II-7473 rev. 5/19/2020 BEFORE USE. ' ipesign valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for en 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, see ANS11TPI1 Quality Criteria, DSO-89 and BCSI Building Component. 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 ' Job Truss Truss Type "' aty Ply 1830 A 3C BLKNO HS T24978124 2876364 A02 :... SPECIAL. Job Reference (optional)' Builders FirstSource (Plant City, FL), Plant City, FL - 33567, .. 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Aug 10 09:16:30 2021 Page 1 • ID:193QG W BBpX3j R187ie0m7kz57ad-yCnHLW AdXKEVGLJt7_c6RU77GoA04RK?bxiCgl ypI F? r1-4 q 6-3.0 11-11=12 19-0-0 20-8-0 ' 27-8-4' 33-5-0 39-8.0 Al-0•Q . 1-4.0 6-3.0 12 .7.0.4' ...: 1-8-0 7-0-4 ...: 5-8-12 6-3-0 1-4-0 ... ca e. 6.00 12':': '.. ... 5x6 = .. . 5 g 5x8 i . 18 19 Sx8 4 7 m 2z4 2x4 . 3 8 '. 17 .. 20 .. :.. :. 16 m 2 15 14 13 12 11 Al1 7x8 = ' 9 10 Iv o N. . 0 3x6 = 3x4' _ 3x4 = . 7x8 = . . .. . 6 ST1.5x8STP=.... .': 3x4.=.'." . .'.". ST1.5x8.STP=: 6x8 3.00 F12 6x8 9-8•p .. 15-7-7 19-10.0 24-0-9" .. 31-p-0 3980 8-8-0 6-11-7 4-2-9 4.2-9 6-11.7 8-8-0 Plate Offsets (X Y)-= [2.0-5-9 Edge] [4'0-4-0'0-3-0] [5.0-4-0 0-2-8] [6.0-4-0 0=2-8] [7:0-4-0 0-3-0] [9:0=5=9' 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 .0.90. Vert(LL) . 0.53 12 >890 240 :... MT20 244/1.90 TCDL 7.0 Lumber DOL 1,25 BC .0:86. Vert(CT) ' -0.80 11-12 >584 .180 .' . BCLL 0.0 '.. Rep Stress.lncr . ... YES WB . 0.70: -. Horz(CT) 0.54 9 n/a n/a .. BCDL 10.0 Code: FBC2020/TPI2014 Matrix-SH Weight::218 lb FT = 20%.: LUMBER- BRACING- . . TOP CHORD :2x4 SP No.2 *Except' . .. . : TOP CHORD "::.Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.i BOT CHORD. Rigid ceiling directly applied or:4-2-2 oc bracing. BOT CHORD 2x4 SP No.2 *Except' 2-16,9-11: 2x4' SP; No.i WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 ; Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 ....' " Max Horz2==417(LC 8) Max Uplift 2=-81Q(LC 10), 9=-81O(LC 10) Max Grav 2=1533(LC 1), 9=1533(1_13 1) FORCES.. (lb). Max: Comp./Max. Ten.:- All forces:250 (lb) or less except when shown. . .... TOP: CHORD 2-3=-4678/2623; 34=-4460/2503, 4-5=72621/1685, 5-6=-1866/1397, 6.-7=-262111685, 7-8=-4460/2503; 8-9=-4678/2623 BOTCHORD 2-16=-2192/4471;'15-16=-1473/3093, 13-15=-740/1864, 12-13=-740/1862, 11:-.12=-1473/2962, 9.1.1=•2.192/4181 WEBS 4-16— 695/1675, 4-15=-1162/756, 5-15=-535/1071, 5-13=*261/320, 6-13=-261/320, 6-12=-535/101.0, 7-.12=-1086/756, 7-11- 695/1545 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-16;.Vult=160mph (3=second gust).Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.-.. 11; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4,010 2-7-10, Interior(1) 2-7'10 to.15-0-6, Exterior(2R) 1.5-0-6 to 24-740, Interior(1.) 2477.10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; LUmberDOL=.1.60 plate grip DOL=1.60; 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements, specific to the _use ;of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.:-: a 6) *:This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-O.tall by 2-.0-0 wide will fit between the bottom chord and any other members. 7 Bearing at.'oint s 2, 9'consideis' arallel,to grain.value using ANSI/TPI 1 an Ie to grain formula. Building designer should Verify capacity:of bearing surface. Joaquin Velei PE No.681.92: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift _at joint 2 and 810 Ib uplift at MiTek USA, Inc. FL Cett:6634 joint 9. East Blvd Ta p ,6904 Parke E m a, .. a e: -August .10,2021 :..� WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 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 individual truss web and/or chord members only. -Additional. temporary and permanent bracing 'p prevent of is always, required for stability and to prevent collapse: with possible personal injury and property damage. For general. guidance regarding the iTek' - ' fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ' ANSI?P11 Quality Criteria, DSB-89 and SCSI Building Component. 6904 Parke East Blvd. Safety Information: available from Truss Plate Institute, 2670 Crain Highway, Suite 203'Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City: Ply 1830 A 3C BLK NO HS T24978125 2.876364 A.03 :... SPECIAL . ' 1 1. r Job Reference (optional) tlWlaers Flrsttiource (Plant clty,'F-L), .: Flant Glty, t-L - 33567, • : d.48U s Jun Z •ZUZI mi I eK InauSlneS, Inc. I Lie Aug I U U`J:I b:Jb ZUZI rage I ... . ... ID:193QGW BBpX3jRl87ze0m7kz5lad-nM8ZcZE06A_e_Gml TFjW hIMBFCD5T55tzt9W i hyplEv i1-4-q. 6.3-0 11-11-12 17-0-0 : 22 8 0 27-8=5 33-5-0: 39-8-0 Al-0-Q 1-4-0 6.3-0 5-8.12 5.0-5 5-8-0 5-0.4 5.8-.12 .. IN-0 so _ .. 6.00 F12 5x6 _ . .... 5x8 — 5. 6 5x6 i . 17 � 18. 5x 6 q 7 co 2x4 2 _ 2x4 8 . 16 1019 m z. .. 15 14 13• 12 ... 11 N 9 0 1 6x8 = 4x8 = 4x8 4x4 = 6x8 = 10 Io . ST1.5x8 STP = ST1,5x8 STP 5x6 5x8 3.00 F12 8_8.0 17-0.0 22-6-0 31-0.0 _' 39.8.0 8-B-0 B-4-0 5-8-0 B-4-0 8-8-0 Plate Offsets (X Y)-- [2:0-5-3 0-1-6] [4i0-3=0 0-3-01[5:0-3-0 0-2-0],[6:0-6-0,0-2-B],[7:0-3-0,0-3-0],[9:0-5=3 0-1-61,[11:0-4-0,0-4-81,1 5:0-3-12,04-81 LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) I/deft • Ud PLATES.: GRIP TCLL 20:0 :... Plate Grip DOL. .. . 1.25 TC '.0.80. Vert(LQ . 0.53 11-12 >891 240 Mf20' 244/.1.90 TCDL TO Lumber DOL .' .1.25 BC 0:88." Vert(CT) ' .0.79-11-12 >590 .180 BCLL 0:0- `. Rep Stress. Incr :. YES WB 0.94: Horz(CT) 0.49 . 9 n/a n/a BCD,L 10.0 Gode; FBC2020/TPI2014 .: Matrix-SH Wbight::235 lb FT = 20%.. . LUMBER- " BRACING - TOP CHORD .2x4 SP No.2 ": TOP CHORD ' ::.Structural wood sheathing directly applied or2-2-O.oc pudins. BOT CHORD. 2x6 SP No.2 BOT CHORD. Rigid ceiling directly applied or:4-8-6 oc bracing. WEBS 2x4 SP No.3 . WEBS :: 'l Row at midpt . 6-14 REACTIONS. (size)2=0-8-0; 9=0 8 0 Max Horz 2=376(LC 9) Max:Uplift 2= 81 O(LC 10), 9=7810(LC 10) Max.Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Maz.; Ten. -All forces 250'(Ib) br less except when shown: ' TOP CHORD 2-3=-4846/2901; 3-4=-4578/2723, 4-5=-2453/1692, 5-6=-2150/1604,6-7=-2451/1691, 7-8=4578/27231 8-9= 4846/2901 BOT CHORD 2-15=-2453/4599, 14-15==1599/3074, 12-14=-998/2148, 1.1=12=-1599/2984, 9-11= 2453/4352 WEBS 3-15=72911317, 4715=-775/1762, 4-147 -1189/761, 5-14=-394/792, 6-12=-394/8.16, 7-12=-11'11l761; 7-11=-775/1647, 8-11=-275/31T NOTES, .. 1) Unbalanced roof 'live loads have been considered for this design. d. 2) Wind: ASCE7-16; Vult=1.60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=.5ft; Cat: - - II; Exp C; Encl., GCpi=0.18f MWFRS (directional) and C-C. Exferior(2E) -1-4-0 to 2-7-10:.Int6dor(1) 2-7-10 to 13-0-6,; Exfeli6r(2R) . 37 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2E) 70-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown;. Lumber DOL=1.60 plate grip, DOL=1.60 3) Building:Designer:/ Project engineer responsible for verifying applied. roof live load shown covers rain loading.requirements specific: .. to the use of this.truss component. 4) Provide adequate drainage.to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom ch6h:1 live load nonconcurrent with any.other live loads. 6) '.This truss has been desigried. for.a jive load of 20.0psf on the Bottom chord in all areas;what& a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ... . ... . 7) Bearing atjoint(s)'2, 9 considers parallel'to grain value using ANSI/TPI 1. angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss.to.bearing plate capable of withstanding:810 lb uplift at joint 2.and 810:lb uplift at . joint 9. Joaquin Velez PE No.6131132: • fNlTek USA, Inc. FL Gert:6634 ar.e East Blvd. T a mpa. _. a e:. : . :... ' August 10,2021. - _ .,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is be only upon parameters shown; aniJis 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 Injuryand property damage. For general guidance regarding the .. - fabrication, storage; delivery, erection and. bracing of trusses and truss systems, see ,' ANSLITPI1 Duality Criteria, DSB,89and SCSI Building Component . 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 ...: ...: Tampa, FL 36610 Job "' Truss Truss Type Qty. .' Ply 1830A3C'BLK:NO: HS _. :T24978126 2876364 A04 ' . SPECIAL. ' 1 .1. Job Reference (optional)" tlunciers mrsiJource trfant uny, rLf, .: rlani uny, rL-:7J00r, .... .... o.vou a dw i c cv4 i wu i en a iuuauiw, a ice. , uo nu i w. i v..,a cvc , , ayo I D:193QG W BBpX3j R187zeOm7kz57ad-BxghEbHG P.5MDsjVc9NHDJ0_i6QGxgYMKggOBdOyplEs r1.4.Q.. .. 5.11.1 g:6:g. :'.. 11-0-1 19=10.0 24-80 .. .. W-51-7 33-8-15: 1 3gB0 •':�10Q 1-4-0 3.7-9 5-5-7 4rlOr0 4� 10-0 5-5.7 3-7-9 5-11-1 S = . .. .. cale: :1:75.1: 5x6 .= . " 6.00 12 — 5x6 3x4 — 5 19.6 20 7.. . Sx6 i 18 21 5 x6� ". :... 4. B .. co o 2x4 = : 2x4 in :3 : 17 22 .:. ... .... .. ... .. .. o 16. m 2 , 15 . ' 14 : 23 24 13...: .12 10 .11' m IN aI 1 7x8 = 4x8 = 4x8 — 4x8 = 7x8 = Io . ..:.o 4x8 11 — . ... 4k8 I/ ST1.5xB STP = ST1.5xB STP= 5x12 ... 3.00 12 _. ... x 8=8 0 15-0-0 P4-8-0 31-0-0 39-8-0 9.80 640 8-8-0 6-4.0 8-8.0 Plate Offsets (X,Y)== [2:0-0-3,1-11-7], [2:0-3-7,Edg'e], 14:0-3-0,0-3-0], [5:0-3-0,0-2-01, [7:0-3-0,0-2-0];[8:0-3-0,0-3-0],-[10:0-0,-3,1-11-7], [10`.0-3-7,Edge], [12;0-3-8,0-5-0], LOADING (psf) SPACING- 2-0-0 CSI." . :... DEFL. :.in ' loc I/defl ud PLATES GRIP ' TCLL .0.48-13-15 >975 240 .' MT20 244/190. 20.0".'.'. Plate 1.25 TC ' 0:83,': Vert(LL} TCDL 7.0. .. Lumber DOL 1..25 BC 0.81. Vert(CT) -0.84 13-15 >560 180 BCLL 0.0 Rep;$tress Incr YES ;. WB 0.53 Horz(CT) 0.48 10,: n/a, n/a BCDL _ 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 237 lb FT = 20% LUMBER- . : "' BRACING- " TOP CHORD '2x4 SF No.2 TOP CHORD. Structural wood sheathing directly applied or 2-2-0 oc.ptirlins. BOT CHORD 2x6 SP M 26 'Except BOT CHORD Rigid.ceiling directly applied or5-0-14 oc bracing. 14-16,12-14:. 2x6 SP.No.2 WEBS 1 Row at midpt _ 4-15, 8-13. ..': WEBS 2x4 SP No .3 -WEDGE .. Left: 2x4' SP No.3 ; Right: 2x4 SP No.3 "' "" .. REACTIONS. ' (siie) 2=0-870, 10=0-8-0 ' Max Hdtz 2=335(LC 9) Max Uplift 2=-81Q(LC 10), 10=-51O(LC 10) Max Gra , 2=1791(LC 15), 10=1791(LC 16) FORCES.: (Ib) .- Max: Comp./Max. Ten.:- All forces:250 (lb) or less except when shown. . . ... . TOP:CHORD 2-3=-5703/2964; 3-4=-5526/2858, 475=-3211/1882, 5-6=-2872/1788, 6-7=-277611788, .. 7-8=-3105/1882; 8-9=-5278/2858, 9-10==5465/2964 - BOT:CHORD 2-16=-2507/5375;'15-16=-2095/4637, 13-15=-1368/2990, 12-13= 2095/4197, 10-12= 2507/4901 d. WEBS 4-16= 587/1599, 4-15=-1857/965,:5-15=-495/1140, 7-13=>495/1148, 8-13=-1751/965, 8. 1 2=-58711485, 6-15= 332/201; 6-13=-332/201 NOTES- . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3=second gust) Vasd=124mph; TCDL=4.Ppsf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.' II; Exp C; EncI.,.GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)--1-4-0.to 2-7-10, Interior(1) 2-7-10to.11-0-6, Exterior(201) 1.1-0-6 40 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28.7-10, interior(1.) 28-7-10 to 37-6-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for merhbers.and forces & MW FRS for reactions shown; Lumber. DOL=1.60 plate grip DOL=1.60 ' 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements. specific to the use of this truss component. 4) Provide adequate'drainage to prevent water'ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 6J ':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 tali by 2-o-.0 wide " Will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at.joint(s) 2, 10 considers parallel to.grain value using:ANSI[TPI 1 angle to grain formula. Building designer should'Jerify capacity of bearing surface. Joaquin Velez PENo.68162: 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb, uplift•at joint 2 and 810 lb uplift at • ' MiTek USA, Inc. FL Cart:6634 joint 10: 69 East Blvd Tampa 0 Par. e E m a, — Ogus ..,& WARNING -Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK•REFERENCE PAGE.Mil-7473 rev.5/19/2020 BEFORE USE. . Design valid for use only with MiTek® connectors. This design Is based.onfy upon parameters shown, and is loran Individual building component, not: a truss system. Before use, the building designer must verily the applicability of design parameters and propedy Incorporate this design into the overall: • : • building design. Bracing indicated is to buckling of Individual truss web and/or chord only. Additional. temporary and permanent- racing MiTek' prevent members 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, see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component . ' 6904 Parke East Blvd, Safety Information, available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 ...: _ _ _' Tampa, FL 36610 Job Truss Truss Type City; Ply 1830 A 3C BLK:NO HS ...:T24978127 2876364 A05 ... SPECIAL. 1 1' Job Reference (optional) Builders rlrstboUrce (rlant Glty,:rL), . ; Plant Glty, I-L. - 33567, 6.43U S Jun Z ZUZI MI I eK InduSlneS, Inc. I ue Hug I u U9:I b:41 zuvi rage 1 ID:193QGW BBpX3j R 187ie0m7ki5?ad-BKySfHI W xjcx5l f_GoJhOp4l cDwo8P.9c78tHi uypl Eq r1 4-Q 6 8 0 :13-0-0 ' :-:19-10=0' 26-8.0-0:p .. 39-6.0 1-4-0 6-8-0 fi-4-0 6-10-0 . 6-10-0 6-4-0 . 6.8-0 1-4-0 " " tale'-:1;75.1: ' : . Sc 5x6 = 6.00 F12 3x4 5x6 = 4 '17 18 ' 5 19 206 . .... 5x6 16 21 5x6 m 3 ... 7 v: 15 2 2 14.. m 2 13 .; 12 -11 . 10 . 7x 8 1 = ... g: m N dI 3x4 = : 4x6 - 3x4 = 7x8 = 0 .I6 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 12 _. 6x8 Z 8 8 0 15-7-5 24-0-11 31-0-0 39.8-0 8-8-0 6-11-5 8-5-6 6-11-5 8-8-0 Plate Offsets (X Y)-= [2:0-5-9 Edge] 13:04=0 0=3-01[4:0-3-4 r)-2-0] [6:0-3-4,0-2-0], [7:0-3-0,0-3-0], [8:0=59;Ed6e] LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) - I/defl Ud PLATES' GRIP TCLL 20:0 ... Plate Grip DOL. :.. 1.25 TIC Vert LL( ) 0.55 11-13 >845 240'..... ' MT20 244/.1.90 TCDL 1.0 .. Lumber DOL . 1.25 BC .0:91. Vert(CT) -0.89'11-13 >526 .180 BCLL 0.0. ` Rep Stress. Incr . .. YES WB 0.76 Horz(CT) 0.57 : 8 n/a n/a BCDL10.0 Code: FBC2020/TP12014 -'-- _ Matrix-SH Weight::190 lb FT = 20'/0. ' LUMBER- BRACING- TOP CHORD :2x4:SP M 31 `Except` . ... . TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4.SP No.1 BOT CHORD Rigid ceiling directly applied or:3-10-15 oc bracing. ' BOT CHORD 2x4 SP No.2 *Except` . . 2-14,8-10:;2x4 SP: No.1 WEBS 2x4SPNo.3 WEDGE . .. Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=Q-8-0, 8=0-8-0 Max Hors 2=-294(LC 8) Max Uplift 2= 81 Q(LC 10), 8=-810(LC 10) Max Grav 2-1533(LC 1), 8=1533(LC 1) FORCES.: (Ib) . Max. Comp./Max. Ten.:- All forces 250 (lb) or less except when shown. TOP: CHORD 2 3= 4722/2949; 3.-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 84= 4466/2806, 7-8=-4722/2949 . _ BOTCHORD_ 2-14=-2492/4340',13-14=-1444/2714,:11-13=-1702/3110, 10-11=-1444/2714, . 8:10=-249214222 WEBS 3-14= 282/338, 4-14=•985/1859; 4-13=-142/522, 5-13=-994/275; 5-11= 394/275, 641=-142/522, 6-10=-985/17401 7-10=-292/338 a NOTES 1) Unbalanced roof,live loads have been considered for this design. 2) Wind: ASCE.7-16;.Vult=160mph (3=second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.' II; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-0.to 2-7-10, Interior(1) 2-7-10 to.9-0-6, Extedor(2R) ". : 9-0-6 to 16-11-10, Inte6or(1) :1.6.11-10 to 22-8-6, Extedor(2R).22-8-6 to 30-7-10, Intedor(1).30-7-10 to 97-0-6, Extedor(2E).37-0-6 to • 41-0-0 zone;C-C for members.and forces & MW FRS for reactions shown; Lumber. DOL=1..60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ..... to the use 'of this truss component. 4) Provide adequate drainage to prevent water'ponding. - 5) This truss has been designed for a 10.0 psf. bottom chord live load nonconcurrent with any other live loads. . a . . .. . 6) ':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-M wide Will fit between the bottom chord and any other members.: . 7) Bearing at joint(s) 2, 8 considers parallel,to grain value using ANSI/TPI,1 angle to grain formula. Building designer should verify . • capacity,ofbearing ,surface. Joaquin V9lezPEN o.34 68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 810 lb. uplift•at joint 2 and 810 lb uplift at, MiTek USA) Inc. FLAett:6 Joint 8. ..... ... ... East as Blvd. Tampa a e:. August -10,2021 : _& WARNING -Verity design' parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.10II-7473 rev. 5/19/2020 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 propetly 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 inju,ry,and property damage. For general, guidance regarding the - fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component . ' 6904 Parke East Blvd: Safety Information, available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 -a Tampa, FL 36610 Job Truss Truss Type " Oty: • ,: Ply 1830 A 3C'BLK.NO HS ..'T24978128 2876.364 A06 .... SPECIAL. 1 .1. . . Job Reference (optional) tsueeers t-Irstsource Irian[ (,try, r-L), riant Uny, rL - Jsbb/, u.4JU s Uun Z ZUZ 1 Mt 1 eK lnoustrles, Inc. 1 ue nuy 1 U UU; 10:4e ZUZ 1 raye i ID:193OGWBBpX3jR187zeOm7kz5?ad-cW WgscJ8iOkojBEAgVqwwOcBgdGvtvvmMocrEKyplEp r1-4-q: "5-11-1 11-0-0 . :. 17-p.0 22-g-0 28-8-0 33-B=15'.. 39.g_p g1-0-Q':. 1-4r0 5-11-1 5-0-15 .. 6-0-0 5-8-0 6-0-0 5,0-15 5-11-1 .... Scale. - Sx6 = .. Sx6 5 2x4 II - = i 6: 4. 18 19 5 6 20 21 7 ...: 6.00 12 8-8-0 16-10-11 22-9-5 '.. 31-0.0 39-B-0 8-8-0 8-2-11 5-10-11 8-2-11 B-8-0 Plate Offsets (X Y)-= [2:0-5-9 Edge] [4!0-3-8,0-2-4], [6:0-3-0,0-3-0] [7:0-3-8,02-4], [9:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell. Ud PLATES. GRIP TOLL 20:0 Plate Grip DOL - 1.25 TC " .0.94. Vert(LL)' . 0.68 12-14 >689 240 ' . MT20 244/.1.90 TCDL 7.0 . : Lumber DOL : 1.25 BC � .0:88. VeR ) :0.97 12-14 >481 180 Vert(CT) BOLL 0,0: ' Rep Stress Inca . .. YES W B : 0.54, Horz(CT) 0.57 . 9 n/a n/a BCDL 10.0 Code, FBC2020/TPI2014 Matrix-SH Weight:¢09 lb FT = 20'/a. , LUMBER- BRACING - TOP CHORD :2x4 SP No.2 . ... TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except* BOT CHORD. Rigid ceiling directly applied or3-11-8 oc bracing. 13-15;11-13: 2x6 SP No.2 . WEBS 2x4SPNo.3 WEDGE Le6:'2x4 SP No.3 , Right: 2x4 SP'No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-810(LC 10), 9=-810(LC-10) • "' Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (Ib) --Max. Comp./Max. Ten. = All forces:250 (lb) or less except when shown. TOP CHORD. . 273=-4676/2926, 3-4=-4455/2724;.4-5= 3991/2570, 5-6=73991/2671, 6-7=-3994/2572, ... . 7-8=-4455/2724; 8-9=-4675/2926 .... . BOT•CHORD 2-15=-2472/4227;'14-15=-1709/3153; 12-14=-2149/4007, 11-12=-1710/3155 9-11= 2472/4178' WEBS • .. 3715= 214/309, 4-15=-702/l462; 4714=493/1086, 5-14=-319/298, 6-12=-376/300, . 7-12= 493/1086, 7-11=-699/1408, 8-11=-227/308 NOTES-. .... .... . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16;-Vult=160mph (3-second gust) Vasd=124rripfi; TCDL=4:2psf; BCDL=5.OpsfI h=15ft; B=45ft; L=40ft; eave--5ft; Cat. Il; Exp C;-Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-4-0:to 2-7-10, Intedor(1):27.10 to:7-0-6, Exterior(2R)' :'' 7-0-6 to 14-11-10, Intedor(1) 14-11-10 to 24-8-6, Extedor(2R) 24-8-6 to 32-7-10, Intedor(1) 32-7-10 to 87-6-6,:Exte6or(2E) 37-0-6 to' 41-0-0 zone;C-C for members. and forces & MWMS for reactions shown; Lumber DOL=1:.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible foir.4erifying applied roof live load. shown covers rain loading requir6ments specific to. the use of this truss component. 4) Provide adequate_ drainage to prevent Water ponding. 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. of20.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) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain f6irmula. Building designer' should verify capacity.of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 810 lb uplift. at joint 2 and 810 lb uplift at .:: Joaquin Velei PE No.66182: joint 9: MiTek USA, Inc. FL Cert66U • 6904 Parke East Blvd Ta mpa FL 3.3.6 0 6. Date: ... August - N AN N E MITEK R FERENCE PAGE.MII-7473 rev. 5/19/2020 BEFORE USE. D E .A WARNING Verity design and READ NOTES si THIS D INCLUDED .. with MiTekg upon Design valid for use only with MRek®connectors. This design is based, only upon parameters shown, andis for an individual building component, riot '� 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 MOek' Is always.repuired for stability and to prevent collapse:with possible personal injuryend property damage. For general guidance regarding the fabrication, storage; delivery, erection and. bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component. 6904 Parke East Blvd. Safety Information: available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty, Ply 1830 A 3C'BLK'NO HS T24978129 2876364 A07 :.. SPECIAL. 1 .1. :lob Reference (optional)' - buiiaers rlrsibource (maul Uny, m_), : man1 l ny, r-L - JJb6/, .. o.YdV 5 dull G LVL 1 IVII I CR IIIUUSl11CJ, II IG. 1 UC M w I V VJ. 1 O.YY LVL I rGye I 1. D:193QGWBBpX3jR187ze0rn7k z5?ad-YvdaHILFEe_VyVOZxwsOORiZfR2?Lpx3p65yJDyplEn r1 4 Q 4-6-5 9-0-0 " : 15-10-8 23-9-8 " - 30-8-0 35-1=11" 1 39-8-0' 1 4:0 4.-6r5 4-5-11 6-10-8 7.10-15 6-10-8 4-5-,11.: 4-6-5 1-4-0.... Scale: = :1:73.6 5x6 5x8 = 3x4 = 5x6 = 6.00 .12 " 4 21 2223- 5. 6. 2425 26 ' 7 " 3x4 i 3x4 m 6 3.20 827:. N . 19 28 . co .2.. 17 16 15 14:: 13 — 1,2 9 9 d 10 N = = 3x4 = 1 18 . 5x6 3x4 3x6 5x6 = 11 to ST1.5x8 STP = .... 2x4 II. 3x4 = :: 2x4 .11 ST1.5x8 STP = 4x6 3.00..12 4x6 Zz " " 4-6-5 8-8=0': : 12-8-0 12- •14 19-10.0 : : 26-0 0" 31-0-0 : 35-1=11 39-8-0 4.6-5 4-1-11. 4-0-0 0• -14 7-1-2 .: 6-2-0 5-0-0 4-1r1 1 4-6-5 Plate Offsets (X Y)-- ' [2.0-3-14 Edge] [4.0-3-0 02-0] [6.0-4-0 0-3-0] [7:0-3-0 0-2-0] [9:0-3-14 Edoe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell. Ud PLATES.: GRIP TCLL 20:0 :" Plate Grip DOL 1.25 TC ".0.78. Vert(LL)- 0.21 15-16 >745 2.40 :.. MT20 244/1.90 TCDL TO Lumber DOL ' .' . . 1.25 BC 0:50 Vert(CT) ' . 0.4715-16 >943 186 BCLL 0.0. ' . " Rep Stress Incr . .. .NO W B 0.57. : Horz(CT) 0.03 : 9 n/a n/a BCDL 10.0 Code FBC2020fTP12014.; Matrix-SH Weight:,191 lb FT=20%.. . -LUMBER- BRACING - TOP . TOP CHORD "2x4 SP No.2 . . .. : "' TOP CHORD "::.Structural wood sheathing directly applied or 5-7-10.oc purlins. BOT CHORD. 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or.10-0-0 oc bracing; Except: WEBS 2x4 SP No.3.. 6-0-0.oc.bracing: 15-16,13-15. WEDGE Left;'2x4 SP No.3 , Right:. 2x4 SP No.3 REACTIONS. . All bearings 0-8-0 except at=length) 16=04-0, 13=0-4a0: (lb) - Max.Horz 2=-212(LC 8). Max Uplift All uplift 100 lb or less at joint(s).except 2= 312(LC 10), 9=-326(LC 10), 16=-675(LC 10), . :13=-703(LC 10) p" Max Grav All reactions 250 lb or less at joints) _except 2=461(LC 15), 9=538(LC 16), 16=1106(LC 19),;13=1:16.2(LC 20) FORCES.. (16) - Max. Comp./Max. Ten.:- All forces250 (lb) or less except. when shown. TORCHORD 2-3=-917/450,3-4=-338/147, 4-5=-287/644, 5-6=-74/688, 6-7=-307/675, 7-8=-..470/228, 8-9= 1055/524 d' BOTCHORD 2-18— 251/931, 17-18=-257/935, 16-17= 28/292; 15-16=-301/136, 13-15=-391/248, 12-13=0/331, 11-12=-323/894; 9-.11=-317/890 WEBS 3-17=-553/413, 4-17==39/401, 4=16=-951/598, 5-16=-787/686, 5=15=-513/208, 6-15=-487/295, 7-12=-58/372, 8.12=-542/404, 6-13==766/671: 7-13=7961/665 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE.7-16;.Vult=160mph (3=second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.' II; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Exterior (2E)"-1-4-0.to 2-7-10, Interior(1) 2-7-10 to.5-0-6, Exterior(2R) . " 5-.0-6 to 12-11-10, lntedor(1) 12-11-10 to 26-8-6, Extedor(2R)26-8-6 to 34-7-10, Interior(1).34-7-10 to 31-0-6,'Extedor(2E).37-0-6 to 41 0 0 zone;C-C for inernbers.and forces &MWFRS for reactions shown; Lumbar. DOL=1.60 plate grip DOL=1:60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use'of this truss component. 4) Provide adequate drainage to prevent water "ponding. 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-.0.1tall by 2-0-.0 wide will fit between the bottom chord and any other members. ; 7 Bearin at,'oint(s) 2, 9'considers' aralle110 rain value using ANSIITPI.1 an le to rain formula. Building designer should Verify 9. l P 9 9 9 g 9 9 Y. capacity of bearing surface. Joaquin Velei PE No.68182. 8) Provide mechanical connection (by others) of truss to bearing plate capable of.withstanding 312 lb uplift -at joint 2, 326 lb uplift at ...' M[Tek USA, Inc, FL Geft:6634 joint 9, 675'lb uplift at joint. and. lb uplift'at joint.l3. 6904 Parke East Blvd. Tampa FL 33610 9) Load case(s) 4, 5, 6,-7;:8; 9,. W,' 11, 12, 13, 15, 16,' 17,' 18 has/have been modified: Building designer must review:loads to verify that ' ' they are correct for the" intended. use of this truss. Date. ; 10) In the LOAD:CASE(S) section; loads applied. to -the face of'the'truss are noted as front (F) or back (B)- - AUguSt '1 O 2021 on r ued o e.2.. .. .. ..A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 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, rich 1• 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 permanentliracing MOW. prevent . " is alwayarepuired for stability and to prevent cclldpsewith possible personal injury and property damage. For general,guidance regarding the ... ' fabrication, storage; delivery, erection and bracing of trusses and truss systems, see . • ANSUlPII Quality Criteria, DSB-89 and BCSI Building Component, 6904 Parke East Blvd. Safety Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss p Truss Type Qty. - Ply 1830 A 3C BLK;NO HS T24978129 2876364 A07 :... SPECIAL. 1 .1. Job Reference (optional) tsuneers rrrsrz)ource tmani uny, r- .), riant Ully, rL - aaoor, o.waU s UUn a ZUZ 1 1v111 eK InUUst11U5, mu. 1 ue riuy 1 U Ua: 1 o:vv cUZ 1 rdye c ID:193QGW BBpX3jR187ze0m7ki5?ad-YvdaHILPEe_VyVOZxwsOORiZfR27Lpx3p65yJDyplEn LOAD CASE(S) Standard Except: :1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54,A-7=-54; 7n10=-54, 2-17=-20, 12-17;-_:20,:9-12=-20 4) Dead.+.0.6 C-C•Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-19=59, 1,9-20=47, 4-20=70, 4-22=70, 22-25=47, 7-25=70, 7-27=70, 27-28=47, 9-28=59, 9-10=105, 2-17- 10, 16-17=-10, 13-16=20(F=30), 10, 9 12_ 10 12-13= Horz: 1-2=-113, 2-19=-67, 19-20=-56, 4-20=-78, 7-27=78, 27-28=56, 9-28=67,.9-1 0=1.1 3 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=l .60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=41,, 7-9=-41, 9-10=3, 2-17=-20, 16-17=-20;,13-16=10(F=30), 12-13=-20,;9-12=-20 Horz: 1-2- 17, 2-4=27, 7-9=-27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos: Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1.2=42, 2-4=13, 4-23=45, 23-26=26, 7-26=16, 7-9=31, 9-10=21, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=710 Horz: 1 2=-50, 2-4= 22, 7-9=39, 9r10=29 7) Dead+.0.6 MWFRS Wind (Pos. Intemal):Right: Lumber Increase=1;60, Plate. Increase=1.60 Uniform Loads (plf) as Vert: 1-2=21, 2=4=31, 4 21=16, 21-24=26, 7-24=45',7-9=13, 9-10=42, 2-17=-10,'16-17_ = 10, 13-16=20(F=30), 12-1310, 9-12� 10 Horz: 1-2= 29, 2-4=39,:7-9=22, 9-10=50 8) Dead.+.6.6 MWFRS Wind (Neg. Internal.) Left: Lumber Increase=1.60, Plate: Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5; 9-10=15, 2-17=-20, 16-17=-20; 13-16=10(F=30), 12-13= 20, 9-12=-20 Horz: 1-2=12, 2-4=22; 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg: Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7= 16, 7-9=-36, 9.10=-26, 2-17= 20, 16-17=-20, 13-16=10(F=30), 12-13=-20; 9-12= 20 Horz: 172--29, 2-4=-19, 7-9= 22, 9-10=-12 10) Dead + 0.6 MWFRS Wind (Pos.-Intemal) 1st Parallel: Lumber Increase=1:60, Plate Increase=1.60 -Uniform Loads (plf) Vert: 1-2=74, 2-4=45; 4-7=45, 7-9=45, 9-10=74, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10. 9-12=-10 Horz: 1-2=-82, 2-4=-54, 7-9=54; 9-10=82 11) Dead b.s MWFRS Wind (Pos. Intemal) 2nd.Parallel: Lumber Increase=1.60; Plate Increase=1.60 Uniform Loads, (plf) p a . . . . Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-53; 2-4- 25, 7-9=25, 9-10=53 7. 12)'Dead +0.6 MWFRS Wind (Neg. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 5, 2-4= 16, 4-7=-16, 7-9- 16, 9-10=-5, 2-17= 20, 16=17=•20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: I-2=-9, 2-4=2, 7-9=-2; 9-10=9 . 13) Dead +0.6 MWFRS Wind.(Neg. Internal) 2nd Parallel: Lumberincrease=1.60, Platelncrease=1.60 ,Uniform Loads (plf) Vert: 1-2= 5, 2-4=-16, 4 7=-16; 779=-16, 9-10=-5, 2=17= 20, 16-17=-20, 13-16=1 O(F=30), 12-13- 20, 9-12==20 Horz: 1-2=-9, 2-4=2, 7-9=-2; 9-10_ • . 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS_ Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf)q. Vert: 1-2=-53,2-4 -61; 4-7=-45, 7-9=-30, 9-10='-22r2-17=-20, 16-17- 20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: .1 2=-22, 2-4=-30, 4-7=-45, 7-9==61, 9-10=-53, 2-17=r20, 16-.17=�-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-22, 2-4=-14, 7-9= 17, 9-10=-9 17)'Dead +0.75 Roof Live (bat.)+075(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60; Uniform Loads If Vert: 1-2= 37, 2-4=-45, 4-7=45, 7-9==45, 9-10=-37, 2-17=-20, 16=17= 20, 13-16=61(F=81), 12=13=-20, 9-12=-20 Horz: 1-2= 7, 2 4=1, 7-9=-1, 9-10=7 18) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10= 37, 2-17=-20, 16-17=-20, 13-16=61.(F=81), 12-13=-20, 9-12=-20 Horz:.1-2=-7; 2-4=1, 7-9=-1, 9-10=7, :..,& WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is foi an individual building component, riot ' a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 gyidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see " ANSI?PII Quality Criteria, DSB-89 and BCSI Building Component . 6904 Parke East Blvd: Safety Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 . . Tampa, FL 36610 ' Job Truss Truss Type ", City- ,' Ply 1830 A 3C BLK,NO'HS T24978130 2876364 A08 :... SPECIAL. 1 1 Job Reference (optional)' buiiaerS Hrstbource (viant GIIy,_t-L), . mam Lary, rL - 33bb/, . • • o.4au s dun L LVG I rvu r ert rnuusures, a iu. rue mug i u ua. i ono — 1 rays l ID:193QGW BBpX3jR187zeOm7kz5?ad-UHILi_MfmFFDBoXy3Lvs5sntvEeZpdYMHQa2N6ypIEl r1-4-Q 7-0-0 12-3-1 16-0•B "' • 19=10-0 22-5-14 = 26-3-5' 3%8-0 " 39-8-0 [1 4. 7-0-0 5-3-1. 3-9-8 3r9r8 2-7-14 3-9-B ., 6-4-11 7-0-0 bb Scale =.1:73.6 5z6 = 3x8 _ .. 3 4 2x4 II 5x6 = Sx12 = — — 5 — x — 6.00, 12 . - 3. . is,:. 19 4 2021 22.5: 23:. 24 6 25 7 26.:. 827 28 29. 9 IN m 1 2 17 16 14 . ... 13 . 12 30 31 32 .33. 34.. 15 35 36... 37 38 39 .40 . N 10 5z8 _ 0 6xB = 5x12'=. o 6x8 = 3x6 = ST1.5x8 STP = 3z8 = . 3T1.M STP 3x6 3.00 -12 5x6 7-1-8 12-3-1 12 -0 19-1%0 26-2.0 26 -5 2-6-8 39_8_0 7-1-8 5-1-9 0- -15 7-4-0 6-4-0 0- -5 6-3-3 7-1-8 Plate Offsets (X,Y)-= [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8]; [9:0-4-0,0-2-8], 110;0-4-7,Edge],[12:0-8-0,0-0-8]',,[13;0-3-8,0-3-0], [116:0-3-8 0-3-0] [17:0-5-8 0-0-8] LOADING (psf) . SPACING-' 2-0-0 CSI. '. DEFL. in (loc) Udefl Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TIC .0.86 Vert(LL) 0.24 14-16 >709 240 MT20 244/190 TCDL . 7.0. Lumber DOL .. . 1.25 BC 0.87. Vert(CT) -0.27 14-16 >635 180 BCLL 0.0 Rep Stress Incr NO ,; WB 0.94 Horz(CT) 0.07 10 ' n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: •179lb FT=20% LUMBER-. . BRACING- TOP CHORD. 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc.purlins. 7-9::2k4 SP No.1 BOT CHORD. Rigid ceiling directly applied or5-2-7 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at'rriidpt 8-12 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt--length) 16=0.4-0, 13=0-4-0. (lb) - Max Hori 2==171'(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-362(LC 8), 10=-445(LC 8), 16=-1709(LC 8) 13— 1849(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=602(LC 1), 10=700(LC 1), 16=2275(LC 1), 13=2378(LC 1) - - - - FORCES. (lb) - Max. Comp./Maz: Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1151/341, 3=4=-933/356, 4-5=-632/1043,'5-6=-775/1231, 677=-775/1231, '7=8=-706/1076, 8-9=-1294/649,'9-10= 1549/671 '' BOT CHORD.' 2-17=-205/984, 16-17=-1043/843,:14-16=-548/221, 13-14=-4651179, 12-13=-1077/936,. . 10-12=-455/1346 WEBS 3-17=-147/318, 4-16=-1312/942, 5-16=-'1420/1:451, 5-14— 610/696, 6-14=-420/437, "' 7-14=-761/737, 7-13=-1411/1476, 8-13=-1431/1132, 9-12=-46/367, 4-17=-1025/2111, 8-12=-1408/2480 NOTES- . .1) Unbalanced roof live loads have been considered for this.design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124rnph; TCDL=4.2psf; BCDL=5.00sf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber: DOL=1.60 plate grip DOL=1..60, • 3) Building; Designer./ Project engineer responsible for verifying applied: roof live"load shown covers rain, loading requirements specific to the use of this.truss component. 4) Provide adequate -drainage to prevent water ponding. 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 20.0psf 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. 7) Bearing atjoirit(s).2, 10 considers parallel to grain value using ANSI/TPI:1 ;angle to grain formula. Building; designer should verify- Joaquin Velez PE 1,1e.68182. capacity of bearing surface. MiTek USA, Inc. FL CerR6634 8) Provide mechanical connection (by others) of truss to,bearing plate capable of withstanding 362 lb uplift at joint 2, 445 lb uplift at 6904 Parke East Blvd. Tampa FL 33610 Joint 10, 1709 lb uplift at joint.16-and 1849 lb uplift at joint 13. " Date: 9) Load case(s) 4, 5, 6, 7, 8, 9, 10., 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are Correct for:the intended use of this truss.:... AUguSt'10,2021 i do .© WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based. only upon parameters shown, and -is fot"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 permanentbracing MiTek' prevent Is always. repuired forstability and to prevent collapsewith possible personal injuryand property damage. For general guidance regarding the .. .... . ' fabrication, storage; delivery, erection and bracing of trusses and truss systems, see - ANSIITP11 Quality Criteria, DSB789 and BCSI Building Component . • 6904 Parke East Blvd. Safety Information: available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 - Job Truss Truss Type Qty" Ply 1830 A 3C'BLK NO HS T24978130 2876364 A08 :... SPECIAL, Job Reference (optional) f ugoers rtrstsource (Flan Laty,-t-L), .. mans clty, t-t-- 3JObf, .. - : o.vau s ourr c cuc 1 mi r UK n iuusaies, a- . uc nug .. ... � - - , , U. ID:193QGWBBpX3jR187zebm7k 5?ad-UHILi_MfmFFDBoXy3Lvs5sntvEeZpdYMHQa2N6ypIEl NOTES- . . 10) Hanger(s); or other connection device(s) shall be provided sufficient to support: concentrated load(s) 175 lb down and 159 lb up at 7-0-0; ,111 Ib down and 197 Ib up at , 9-0-12, 111 Ib down and 197 Ib up at 11-0-12, 111 Ib down and 197 Ib up at 13-0=12; 111 Ib'down and 1971b up at' 15-0-12, 111 lb down and 197 Ib up at 17-0-12, 111 Ib down and 197 Ib 'up'at .19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 lb up at 22-7-4,.111 lb down and 197 lb up at .24-7, 4, 11.1:Ib down and 197 Ib up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and .111 111, down and 197 lb up. at 30-7-4, and 175 lb down and 356 Ib up at 32-8-0 on top chord,'and 353 Ito down and 128 Ib:up at. 7-1-12, 92 lb down.at ' 9-0-12, 92 lb down at 11-07'12, 92'lb down at 13-0-12, 92.Ib down.at 15-0-12, 92 lb down at 1770-12, 92 lb down at .19-0-12, 92 lb down at 20-74, 92 lb down at 22-74, 92 lb down at 24-7-4, 92 lb'down at, 26-7-4, 92 lb down at 28-7-4; and 92 lb down at 30774, and 353 lb down and 128 lb up at 32-6-4 on bottbhi chord. The design/selection'of such connection device(s) is the responsibility of others: .11):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=-54, 3-9=-54, 9-11=-54, 2-17=-20, 12-17=-20, 10-12=-20' Concentrated Loads (lb) Vert: 3- 175(B)7 111(B) 9=-175(B) 17=-330(B) 15=-46(B)12=-330(B) 18=-111(B)19=-111(B)20=-111(B)22=;1.11(B) 23=-111(B)24=-111(B)25=-111(B) 26=-1:11(B) 27=-111(B) 28=-111(B) 29=-111(B) 30=-46(B) 31=-46(B) 32=-46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36=-46(B) 37=-46(B) 38= 46(B) 39= 46(B) 40=-46(B): 4) Dead+:0.6 MWFRS Wind (Pos. Intemal),Left: Lumber Increase=1.60, Plate:Increase=1.60 . Uniform Loads (plf) Vert: 1-2=42, 2-3=13,3-21=45, 21-28=26, 9-28=16; 9-10=31, 10-11=21, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-50; 2-3=-22, 9=10=39, 10-11=29 . Drag: 34=-0, 8-28=0, 9-28=0 .. . . Concentrated Loads (lb) Vert:3=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=10B(B)18=136(B)19=136(B)20=136(B)22=156(B)23=156(B)24=156(B).25=156(B)26=156(B) 27=156(B)28=156(B)29=165(B)30=-23(B)31= 23(B):32=-23(B) 33= 23(B)34==23(B)35=-23(B)36=-23(B)37=-23(B) 38=-23(B) 39=-23(B)40=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 14=21, 2-3=31, 3-19=16, 8-19=26, 8-9=45, 9-10=13, 10-11=42,2-17=-10, 16-17=-10, 13-i6=49(F=59), 12-13- 10, 10=12=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22; 10-11=50 Drag: 3=19=-0, 4-19- 0, 8-9=0 Concentrated Loads (lb) Vert: 3=159(B)7=156.(B)9=246(B)17=108(B)15=-23(B)12=108(B)18=165(B)19=156(B)20=156(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=136(B)28=136(B)29=136(B) 30=-23(B)31= 23(B)32= 23(6) 33=-23(B)34=-23(B) 35=-23(B)36=-23(B)37=-23(B) 3B=-23(B) 39= 23(B)40=-23(B) . 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads.(plf) Vert: 1-2- 26, 273=-36; 3-9=-16, 9-10=51 10-1;1=15, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10=12=-20 Horz: 1-2=12; 2-3=22; 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=315(B).17=128(B)15=-13(B)12=128(B)18=197(B)19=197(B).20=197(B),22=197(B)23=197(B)24=197(B)25=197(B)26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B)33=;.13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B)38=-1.3(B)39- 13(B)40=-13(B) .. 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60; Plate Increase=1.60 Uniform Loads (plf) - Vert: 1-2=15, 2-3=5; 3-9=--16, 9-10=-36, 10-11=-26, 2-17=-20, 16-17=-20,'13-16=39(F=59), 12-13= 20, 10-12=-20 Horz: 1-2= 29, 2-3=-19,'9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)'18=197(B)19=197(B).20=197(B)'22=197(B)23=197(B)24=197(B)25=197(B)26=197(B) 27'197(B) 28=197(B) 29=197(B) 30- 13(B) 31=-13(6) 32=-13(B)33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37.s-13(B) 38=-13(B) 39=-13(B) 40- 13(B) 8) Dead +0.6 MWFRS Wind (Pos; Intemal) 1st Parallel: Lumber. Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-3=45, 3-9=45, 9=10=45, 10-11=74, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2- 82, 2-3=-54, 9-10=54, 10-11=82 Drag: 34=-0, 8-9=0 Concentrated Loads.(Ib).. : Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(B) 19=136(B) 20=136(B) 22=136(B)23=136(B) 24=136(B)25=136(B)26=136(B)27=136(B)'28=136(B)29=136(B) 30=-23(B) 31=-23(B) 32=-2%13) 33=-23(B)34=-23(B) = 2 353(B) 36- 23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 9) Dead + 0.6.MWFRS Wind (Pos. Intemal).2nd Parallel: Lumber Increase=1.60, Plate Increase=1.6.0 Uniform Loads (plf) Vert: 1-2=45, 2m3=16, 3-9=16, 9-10=16, 10-11=45, 2-17=-10, 16-17=-10, 13-16=49(17=59), 12-13=-10, 10-12=-1.0. Horz: 1-2=-53, 2-3=-25,.9-10=25, 10-11=53 Drag:.374=-0, 8-9=0 Concentrated Loads (lb) .: . '' Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 18=165(6) 19=165(B) 20=165(B) 22=165(B) 23=165(B) 24=165(B) 25=165(B)26=165(B)27=165(B)28=165(B)29=165(B)30=-23(B)31= 23(B)32=-23(B) 33=-23(8)34= 23(B) 35= 23(B) 36=-23(B) 37=r23(B) 38=-23(B) 39= 23(B) 40= 23(B) 10),Dead+0.6 MWFRS Wirid,(Neg.'Intemal) 1st Parallel: Lumber;Increase=1.60, Plate Increase=1.60 Uniform. Loads (plf) Vert: 1-2=-5, 2-3=-16, 3 9=-i6,'9-10- 16, 10-11=-5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: .1-2=-9, 2-3=2, 9-10- 2, 10-11=9 :Concentrated Loads (Ib) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)18=197(B),19=197(B)20=197(B)22=197(B)23=197(B) 24=197(B)25=197(B)26=197(B) 27=197(B) 28=197(B) 29=1.97(6) 30- 13(B)31==13(B) 32=-13(B) 33=-13(B)34==13(B) . 35==13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 s. -ontinued on oacie .. _ .A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE.MII-7473 rev. 5/19/2020 BEFORE USE. - - oesign valid for use only with MTek® connectors. This des'ign'is based, onfy 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 property incorporate this design into the overall. building design. Bracing indicated is to buckling of individual truss web and/,or chord members only. Additionaltemporary and permanent bracing - - MITek• prevent _ Is always. requiredforstability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabdeation, storage; delivery, erection and bracing of trusses and truss systems, see , ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component . 6904 Parke East Blvd. ' Safety Information. available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 ' Job Truss Truss Type Qty; Ply 1830 A 3C BLK:NO HS . . ....T24978130 2876364 A08 SPECIAL. 1 1 . Job Reference (optional) cungers rtrscaource trianl uty, raj, riani uny, rr - aaoor, o.Yo-! ul! - 1 ID:193QGWBBpX3jRl87ze0in7k 5?ad-UHILi_MfmFFDBoXy3Lvs5sntvEeZpdYMHQa2N6ypIEl LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-2=-5, 2-3- 16, 3-9=-16, 9-10=-16, 10-11=-5; 2-17= 20, 16-17=-20, 13-16=39(F=59), 12-13= 20, 10=12=-20 Horz: 1-2=-9, 2-3=2, 9r10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B):17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B)33=-13(B) 34=-13(B) 35= 13(B)'36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 13):Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg.:Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61-1 3-9=-45, 9-.10=-30, 10-11=-2212-17=-20, 16-17- 20, 13-16=24(F=44), 12-13=-20, 10-12=-20 . Hori: 1-2=9, 23=17, 9-10=14; 10-11=22 Concentrated Loads (lb) Vert: 3=-19(13) 7=145(B) 9=232(B) 17=76(B) 15=43(B) 12=76(B) 18=145(B) 19=1,45(13) 20=145(B) 22=145(B) 23=145(B) 24=145(9) 25=145(B) 26=145(B) 27=145(B)'28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32� 13(B) 33- 13(B) 34=713(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0:75(0.6 MWFRS Wind (Neg.:lnt) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 2-17=-20, 16.17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz:,1-2=-22, 2-3=-14, 9-10= 17, 1.0-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15==13(B)12=76(B)18=145(B)19=145(B)20=145(B)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36= 13(B) 37=-1'3(B) 38=-13(B) 39=-13(121) 40=-13(B) 15) Dead +0.75'Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) ist.Parallel): Lumber Increase=1.60; Plate Increase=1.60 . Uniform Loads (plf) Vert: 9-2=-37,, 2, 3=-45, 3-9=-45i 9-10=45, 10-11=-37, 2-17=-20, 16-17=-20,.13-16=24(F=44), 12-13= 20, 10-12=-20 Horz: 1-2=-7; 2-3=1; 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)'15- 13(B)12=76(B)18=145(B)19=145(B)20=145(B)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B). 27=145(B) 28=145(B) 29=145(B) 30=43(B) 31=-13(B) 32=43(131) 33_ 13(B) 34=-13(B) 35=-13(B) 36= 13(B) 37=-13(B).38=-13(B) 39=-13(B) 40=-13(B). 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9= 45, 9-10=-45, 10=11= 37,.2-17=-20, 16-17=-20;13-16=24(F=44), 12-13=-20, 10-12= 20 Horz: 1-2=-7,, 2-3=1,,9710=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=16(B)15=-13(B)12=76(B)18=145(B)19=145(B)20=145(B)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B)". 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32- 13(B) 33=-13(B) 34=-13(B) 35=-.13(B).36=-13(B) 37=-13(B) 38=-13(B) 39=713(13) 40=-13(B) d. p. ..® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE. MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTefc® connectors. This design is based only upon parameters shown, and is fot'an individual building component, not �� , a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this designinto the overall building Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* design. prevent is always, required for stability and to prevent collapse:wilh possible personal injury jand property damage. For general_ guidance regarding the - fabrication, storage; delivery, erection and bracing of trusses and truss systems, see • ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component . — . 6904 ParkeEast BIJd. Safety Information: available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. Tampa, FL 36610 ' Job Truss Truss Type Qty: Ply 1830 A 3C BLKNO HS T24978131 2876364 B01G. " SPECIAL Jbb Reference (optional) bUllaerS mrstbource (mam udty, t-L), viant utry, rL - JJbbr, n.vau s .Iun Z ZUZ I Iw1 I eK Inuusirms, Inu. I ue iluy I u Uty: I o:90 eu4I raye I - ID:(93QG W BBpX3j Rl87zeOm7kz57ad-Ogt57gOvHsVxR6hKAmxKAHsEp2KTHXpekk39S_ypl Ej •1-4-0 5-0-4' 8.6-0 11 10 0 "19=6 0 27 8 0 .. .. 174-0 5-0.4. 3-5-12 3-4-0 7-8.0 872-0 S 5 6.00 F12 2x4 I ' 13 .. 2x4 .. .. 5x8 3 6 12 :. 2. 14. co .�1 o . 15 11 ... 16 17 8 . 0 3x6 i 6x8 II .. .. . .. .. 7 0 N m .. I•� p 10 = 5x8 44 = - ST1.5x8.STP-:. 6x8 = 7=10-0 8- -0 17-6-5 27-8.0 " 7-10.0 0- -0 9-6-5 10-1-11. Plate Offsets (X Y)=- [2:0-2-9 0-1-81 [6:0=4-0 0-3-01 [8:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) "Udefl Ud PLATES. GRIP TOLL 20.0 Plate Grip DOL1.25 TC . 0:83 Vert(LL) 0.39 2-11 >246 240 . MT20 . 244/.190 TCDL 1.0. Lumber DOL 1.25 BC ,.0.85 Vert(CT) 0.33' 2-11 >286 180. BCLL .0.0 ' . Rep Stress Incr 'YES W R 0.96': Horz(CT) . -0.03 9 n/a n/a BCDL 10.0 Code' FBC2020lrP12014 Matrix-SH We.ight:,142 lb FT = 20% " LUMBER- BRACING - TOP CHORD' .2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 3-11-1' oc purlins. BOT CHORD 2x4 SP No.i 'Except BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing.• Except: . 2-11: 2x4 SP No.2, 4-9: 2x6 SP No.2 " 6-0-0 oc bracing: 9-11 - WEBS 2x4 SP No.3 WEBS 1 Row at-midpt 5-9 REACTIONS. (size) 2=0-4-0, 9=0-8-0, 7=Mechanical Max:Horz 2=306(LC 9) Max.Uplift 2=-428(LC 10),.9=-593(LC 10), 7=-354(LC 10) Max Gram 2=392(LC 21),'9=1148(LC 2), 7=952(LC 16) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. ' TOPCHORD. -2-3=-397/297, 8-4=-260/17.1, 4-5=-255/271, 5-6=-1302/740, 6-7- 14P8/693 BOT CHORD.: 2-11=-88/289, 9-11=-432/805, 8-9=0/326, 7-8=-483/1201.:. . WEBS .: 5-9= 631/391, 5-8=-514/1128, 6-8=-529/538, 3-11= 278/410. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 3=45ft; L=40ft; eave=5ft; Cat:. ll; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)::1-4-0 to 2-7-10, Interior(1) 2-7e10 to 7-10-6, Extedor(2R) 7-10-6 to'15-9-10, Interior(1) 15-9710 fo 23-6-14; Extedor(2E) 23-6-14 to 27-6-8 zone; cantilever left exposed; porch left. .. . exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Refer to girder(s) for truss to, truss connections. 'uplift 7j Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 Ib uplift at joint 2; 593' lbat joint 9 and, 354 lb uplift at joint 7. Joaquin Velek;PE N0.68182 MiTek USA, Inc. FL Cart.6634 6904 Parke East Blvd. Tampa F.L. 3.3.610 Data: August 10,2021 ' . WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'M I-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; andis 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 genera( guidance regarding the - - fabrication, storage, delivery, erection and bracing, of trusses and truss systems, see , :: ANSI/TP11 Ouality Criteria, DSB-89 and BCSI Building Component . • 6904 Parke East Blvd. Satetylntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL '36610 Job Truss Truss Type Qty: j Ply 1830 A 3C. BLK;NO HS T24978132 2876364 B06G. GABLE 1 1 ' Job Reference optional) ttuuaers mrst6ource (rtant Lary, t-L), - mani Lary, rL - dMict, UAJU S JU!H a LUG I IVII I UK If IUU,LIIeJ, 11IU. 1 U. MUy I V uJ. 1 O.aV LVL 1 r yc 1 ID:193QG W BBpX3j R187zeOm7kz5?ad-N3?rYM PApUlfgQrj I BzoFiyb5r.1 SIT2xB2YG W typl Eh 1-4-0 8-6.0 11=10-0 21-9-6 27 8 0 1-4.0 8-6-0 9-11-6 " 5-10-10 68, '11 Scale ' .= 1.58.7 2x4 11 8 2x4 IL 6.00 F12 7 " 9 3x4 11'' 2x4 I ' 6 10 2x4 11 31 8 2x4 11 . 2z4 II 5 11 3x4 �_ 3x4 q 9: 12 3x8 II ... 2x4 3 2 13 30 27 2 3x10- 11 .. ° .32 3x4 C 01 3x8 II 14 .. . 8-0 8 16 ... 25 24 4 4x8 Q 15 O 0 5x12 i 2x4 11 2x4 II .. m I� 0 0 21 20 19 '18 4x8 ST1.5x . TP= 3x4 = 2x4 II 2x4 I.I 2x4.11 rb-x8 = 2x4 1 20.0-03)(6- 8-0-0 8- -8 18 5-7 ..: :: 27-8-0 8-0-0 0- -8 10-4-15 9.2-9• rlaie onsets to Tl-- Lcu-4-y �uUe1 t I0 u-y-u u-1- IOl LOADING (psf) SPACING- 2-0-0 ' CSI. DEFL. in (loc) Udefl Ud PLATES. GRIP TOLL 20.0 Plate Grip DOL 1.25 TC. . 0:72 Vert(LL) 0.1625 >609 240 MT20 244/190 TCDL 7.0: LumberDOL,- :' 1.25 BC" 6.75 Vert(CT) '.-0.29'15-16 >799 186 BCLL .0.0 ' • Rep Stress Incr YES W B , 0.78 Horz(CT) . 0.04 22 m/a n/a BCD.L 10.0 Code' FBC2020/TPI2014 Matrix-SH Weight 192 lb FT = 20% LUMBER- BRACING - TOP CHORD .2x4 SP No.2 TOP CHORD. ' ..Structural wood sheathing directly applied or 3-678 oc purlins. BOT CHORD: -2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.. ' 2-23: 2x6 SP No.2 JOINTS 1 Brace at Jt(s); 27; 28, 29 WEBS 2x4 SP No.3' OTHERS 2x4 SP No.3 REACTIONS. '(size) 2=0-3-5, 22=0-&O; 15=Mechanical Max,Horz 2=301(LC 9) ' Max Uplift 2=-480(LC 10),'22=-606(LC 10),.15=-346(LC 10) Max Grav 2=355(LC 19), 22=1121(LC 1), 15=762(1_C 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD." 2-4=-245/265, 5-6=-216/257; 6-7=•204/263, 7-8=-174/271; 8-9=-1049/854, " 9-10=-10721799, 10-11=71087/769, 11-13=-1079/659;'13-15=-1369/811 BOT CHORD 22-23=r460/884, 6-23= 277/415, 15-16=-650/1206 WEBS 22-27=-729/359, 8-27= 810/408, 8-28=-593/931; 28-29_ 583/921, 26=29==635/970, 16-26=-464/819; 13-16=-453/392 NOTES -1) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. - 11; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C C Extedor(2E) -2-0-0 to 1=11-10, Interior(1) 1-11-10 to 7-S-14, Ekterior(21`1) 7-8-14 to 15-10-0; Interior(1) 15-10-0 to 23-6-14, Exterior(2E) 23-6-14 to 27-6-8 zone; porch left exposed;C-C for members and forces & MWFRSJor reactions shown; Lumber DOL=1.60 plate grip DOL=1,.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, -or consult qualified building designer as per ANSI/TPI 1:. ' 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to'the use of this truss component. 5) Gable studs;spaced at 2-0-0 oc. 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 all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom 'chord and any other members.. 8) Refer to girder(s) for truss fo truss connections. " 9) Provide mechanical connection (by others) of truss to bearing plate capable of,withstanding 480 lb uplift at joint 2, 606 lb uplift at joint 22•and 346 lb uplift at joint 15. Joaquin Velei:PE No.68182 Mt ek USA, Inc, FL Cert, 6634 -6904'Parkli East Blvd. Tampa FL 33610 ' , ..Date: August 10,2021 .. . WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 5/19/2020 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 injuryand property damage. For general, guidance regarding the - fabrication, storage; delivery, erection and bracing of trusses and truss systems, see .:: ANSUTP11 Quality Criteria, DS949 and BCSI Building Component " 6904 Parke East Blvd. Satelylntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL'36610 Job Truss Truss Type Qty:: Ply 1830 A 3C;BLK:NO HS w. T24978133 2876364 .:. C1. ... JACK Job Reference (optional)--: a t5ui!aers mrsmource friars t ny, rLf, : rlant l'ny, rL - J3UU/, o.- a emu., c c .., rv.. en u.uum..ca, .1— . uo nu .v ... .v. —, , tuo . ID:3xt?Yd6RbYnXO16Sf6gnjjz4cnz-JR6czl RQL5?Nvj?5Pc?GK713wfuVDZnEfM1 NblyplEf '. _14-0 0-11-4 1-4.0 0-11-4 Scale =1 7 6 3 6.00 F12.. 2 0-11-4 0-11-4 Plate Offsets (X Y)--' [2.0-1-4 Edgel LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) I/deft Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0.25' Vert(LL) -0.00 2 >999 240. MT20 244/190 TCDL 7.0: Lumber DOL 1.25 BC ..0.01 Vert(CT)" 400 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB . '0.00'. Horz(CT) 0.00 3 n/a r1/a BCDL 10.0 Code: FBC2020/TP12014 Matrix-P Weight:.5lb FT=20% LUMBER- BRACING - TOP CHORD .2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 0-114oc puffins. BOT CHORD: 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=M.echanical, 2=0-8-0, 4=Mechanical Max Horz2=78(LC_10) Max .Uplift '3=-3B(LC 1), 2=-213(LC 10) " Max:Grav 3=75(LC 10), 2=169(LC:1), 4=17(LC 3) FORCES: (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16;'Vult=160mph (3-second gust)'Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.' II; Exp C;-Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces &-MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load. shown covers rain loading requirements, specific :. . . . to the use of this truss component. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed fora 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 38 lb uplift at joint 3 and.213 lb uplift at joint 2. so Joaquin Velei:PE N6.68182 - M1Tek USA, Inc: FL Cert 6634 . 6904 Parke East Blvd. Tampa FL 33610 . ... Date: .. August .10,2021 . WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 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 verity the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is io buckling individual truss web and/or.chord members only. Additional temporary. and permanent -bracing A " MOW prevent of is always required for stability and to prevent collapse with possible personal injuryand property damage. For general. guidance regarding the .. . .. .. fabrication, storage; delivery, erection and bracing, of trusses and truss systems, see .: ANSUfP11 Quality Criteria, DSB49 and BCS/ Building Component:: 6904 Parke East Blvd: Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ' ' Tampa, FL .36610 Job "' Truss Truss Type " Qty. Ply 1630 A 3CBLK:IVO HS T24978134 2876364 c1V SPECIAL 4 1 • Job Reference (optional) Plate Offsets (X Y)-- [2.0-3-7 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc): I/defl Ud PLATES. GRIP TOLL 20.0 Plate Grip DOL- 1.25 TC . 0.23 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL - 7.0: Lumber DOL 1.25 BC -.:0.01 Vert(CT) . -0.00' 2 >999 180 BCLL 0.0 ' Rep Stress Incr ". YES WB 0.00 . Horz(CT). 0.00 3 n/a n/a BCDL"10.0 Code: FBC2020ITP12014,, : Matrix-P Weight:.5 lb FT = 20% : _ - . LUMBER- BRACING - TOP CHORD-.2x4.SP No.2 TOP CHORD. Structural wood sheathing directly applied or 0-11-4 oc puffins.BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mech'anical , Max Horz 2=74(LC,10) Max Uplift'3=-38(LC 1), 2=-200(LC 10) Max:Grav 3=63(LC 10); 2=.169(LC:1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. . NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C;"Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60. 2) Building Designer/ Project engineer responsible for.verifying applied roof live load shown covers rain loading mquirements:specific .. to the use of this truss component. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for alive load of20.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) Bearing at joint(s) 2 considers'parallel to grain value using:ANSI/TPI 1 angle to grain formula.: Building designer -should verify Capacity of bearing surface: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and'200 lb uplift at joint 2. _. :. Joaquin Velei;PE No.68182 : MITek USA, Iric.,FL Cert 6634 • , : , 6904 Parke East Blvd. Tampa FL 33610 Date: "August .10,2021 ' . ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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/orchord. members only. Additional temporary, and permanent bracing MITe'k• - prevent .. is always. required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing, of trusses and truss systems, see .:: ANSI?P11 Quality Criteria, DS949 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610' Job Truss "; Truss Type Qty.: , Ply 1830 A 3CBLKNO HS T24978135 2876364 C3 JACK Job Reference (optional) rbUlloers rlrsiJOUrce trlanlldty, rL), rianl UIy, rL-:7Poliuv.. U ID:3xt7Yd6RbYnXO16Sf6ghjjz4cni-BDM7oPUwP.KVpOLIteR4CVzBjXGER9Mmga_7akXypl Eb 1-4-0 2-11-4. Stale. = :1:12.7 ' " 3 6.00 F1 ST1.5xB STP 2-11 4 2-11-4 Plate Offsets (X Y)-- [2.0-1-4 Edgel LOADING (psf) SPACING- 2-0-0 _ CSI. DEFL. in (loc) Udefl. Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0.33''' Ve'rt(LL) . . -0.00 2-4 >999 240 MT20' 244/190 TCDL 7.0: Lumber DOL 1.25 BC 6.07 Vert(CT) . -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr ,. YES WB 0.00 Horz(CT).. -0.00 3 n/a n/a ... BCDL 10.0 Code: FBC2020/rP12014 :. Matrix-P Weight:'12 lb FT = 20%, :. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 ... TOP CHORD Structural wood sheathing directly applied or 2-114 oc purlins. BOT CHORD .2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=131'(LC 10) Max Uplift 3=-42(LC 7), 2=-191(LC 10) " Max:Grav 3=55(LC 15); 2=214(LC.1), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. . NOTES- 1) Wind: ASCE 7-16;'Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=451t; L=40ft; eave=5ft; Cat.' II; Exp C;'Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E).zone;C=C for members and forces & MWFRS for reactions shown- LumberDOL=1.60 plate grip.DOL=1.60 2) Building Designer / Project ehgipeer responsible for verifying applied roof live load, shown covers rain loading requirements. specific to, the use of this truss component: 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurre.nt with any other live loads. 4) • This truss has been designed for a Iive.load of20.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 dirder(s) for truss to.truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and:191 lb uplift at joint 2. .. Joaquin Velez PE N.o.68182 MiTek USA, Inc. FL Cert.6634 6904'Paike East Blvd. Tampa FL 33.610 Date: August .10,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'Ml1-7473 rev. 5/19/2020 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 Injuryand property damage. For general guidance regarding the .. . . fabrication, storage; delivery, erection and bracing: of trusses and truss systems, see . . : ANSIITP11 Duality Criteria, DSB-99 and BCSI Building Component: 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL'36610 Job Truss Truss Type Qty Ply 1830 A 3C: BLK.NO HS T24978136 2876364 C3V SPECIAL "' 4 1 Job Reference (optional) buijaers rlrst5ource Imam ldty, rLJ; mam lolly, I-L - J3bb/, - 0.4JU b dun a ZUe I IVII I eR Ir IUUh1IIW5, H I UU Hug IV Va. 1-1 — I '!.q. ID:193QGW BBpX3jR107ie0m7ki5?ad-gPwV01VZAddfOUt3C9bRi BkuQgafupOzoelBGiyplEa �. .. -1-4-0 I :. 2-11-4 1-4-0 2-11-4 Scaie=:1.12.7 3 6.00 F12 o . . . di 2 1 ^, ST1.5x8 STP=' I :. Plate Offsets (X Y)-- [2'0-3-15 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud -PLATES. GRIP TOLL 20.0 Plate Grip DOL 1.25 TC. 0.32 Vert(LL) . -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 LumberDOL .:: 1.25 BC ..0.07 - Vert(CT) '' -0.01 2-4 >999 180 " BCLL 0.0 Rep Stres's Inct YES W B . 0.00 Horz(CT)• -0.00. 3 n/a n/a BCDL 10.0 Code; FBC2020/TPI2014 Matrix-P . Weight:12Ib FT=20 LUMBER- BRACING-. ... TOP CHORD 2x4 SO No.2 TOP CHORD ..Structural wood sheathing directly applied or 2-114' oc purlins. BOT CHORD 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=128(LC 10) Max Uplift 3=-45(LC 7), 2=-187(LC 10) Max:Grav 3=56(LC 15), 2=214(1_C 1), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; 13=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C•C for members and forces & MWFRS for reactions : shown -Lumber DOL=1.60 plate gdp.D.OL=1.60 21 Building Designer/ Project engineer responsible for. verifying applied roof live load shown covers rain loading requirements specific to. the use of this truss component. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) Refer to girder(s) for truss to.truss connections. 6) Bearing at joint(s) 2 considers'paraliel to grain value using:ANSIITPI 1 angle to grain.f6rm6la.. •Building designer should verify capacity of bearing surface;' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 187 lb uplift at " joint 2: : .. Joaquin Velei;PE PI0.68182 • MtTek USA, Inc. FIL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 : Date: August .10,2021 . A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 rev. 5/19/2020 BEFORE USE:' - Design valid for use only with, MiTek® connectors. This design is based only upon parameters shown, and is foi 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 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 :. fabrication, storage; delivery, erection and bracing of trusses and truss systems, see .:: ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component. 6904 Parke East Blvd. ' Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty ; : Ply 1830 A 3C, BLK: NO HS T24978137 2876364 C5 .. JACK 4 1 . • . � Job Reference (optional)' nuuaers rinsioource l,rlanl l,liy, rL), : rlani uny, rL - 5J00/, DAJU 5 JUn Z ZUZ I Ivu I UK uluu51rle5, 111U. I ue mug lU un; 10;00 eue 1 rage I I D:3xt?Yd6RbYnXdl6Sf6ghjji4cnz-8bT.tD5VB1od W deSFms6gaOHOX4u4dGG711UhoPypl EZ -1 4-0 .. 4114 1-4 0 4-11`4 S cale.__ :1:17.6... 3 6.0.0.12 'ST1.5x8 STP = 411-4 -- 4-11-4 Plate Offsets (X Y)-- [2.0-1-4 0-0-2) " LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc)1 Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) . "-0.03 2-4 >999 240 MT20 244/190 TCDL 7.0: Lumber DOL .: 1.25 BC . 6.25 Vert(CT) . r0.05- - 2-4 >999 186 . : BCLL .0.0 Rep Stress Incr YES WB, 0.00 Horz(CT) . -O.QO. 3 n/a n/a BCDL 10.0 Code; FBC2020/TPI2014 . Matrix-P Weight 18 lb FT = 20 % . LUMBER- BRACING - TOP CHORD".2x4 SP No.2 - " TOP CHORD ..Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) .3= .Mechanical, 2=0-8-0, 4=Mecha.nical , Max Horz •2=184(LC 10) Max Uplift'3=-113(LC 10), 2=-192(LC 10) Max.Grav 3=132(LC 15),.2=277(LC 15), 4=91(LC 3)•' FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16;'Vult=160mph (3-second gust), Vasd=1 24mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. p " II; ExC; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS for reactions . shown- LumberDOL=1.60 plate gdp.DOL=1.60. 2) Building Designer / Project engineer responsible for verifying applied roof live load shown'covers rain loading requirements specific to. the use of this truss component. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 376-0 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 113 lb uplift at joint 3 and 1:92 Ib.uplift at joint 2. . A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. . Design valid for use only with MiTek® connectors. This desigri Is based only upon parameters shown; and pis for an individual building component, not, . . • a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing Indicated is io buckling individual truss web and/or chord, members only. Additional temporary, and permanent bracing Wek' prevent of .. Is always required forstability and to prevent collapse with possible personal injury and properly damage. For general, guidance regarding the . . .. .. fabrication, storage; delivery, erection and bracingof trusses and truss systems, see . . : ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component. - 6904 Parke East Blvd: Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 ' " Tampa, FL36610 Job Truss "; Truss Type " Qty: Ply 1830 A 3C BILK NO HS ' T24978138 2876364 C5V. SPECIAL 4 1 .. .. .. . . Job Reference (optional)' - t1ullnerS mrSlJource f manl ldty, t•L), : clam Gtty, rL = 3Jbti/, - - - b.4Ju s Jun -z 2uzi mi i eK InousineS, Inc. I ue Aug l u U`u:l /:uz euzi rage l :.' ID:193QGW BBpX3j R187ie0m7ki5?ad-OMiO3SZh_AGy6GmOTi BckERhFhF_Z4FiyvSuxAypl EV 1-4-1 4 11 4 ,.. 1-4.0 4-11-4 :: _.. ... Stale. = .6 :1:1:7 ' . 3 .. 6.00 F12 m n � .. 2 o o 1 .. '.. .. e p .. 3.00 12 5x6 5 ST1.5x8 STP = I Plate Offsets (X Y)-- [2.0-4-7 Edge] LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) Vdefl. Ud PLATES GRIP . TCLL 20.0 Plate Grip DOL 1.25 TC. . 0:58 Vert(LL) . -0.03 2-4 >999 240. MT20 244/190 TCDL 7.0 Lumber DOL . : 1.25 BC ..0.25 Vert(CT) • . r0.05 2-4 >999 180 . BCLL .0.0 "... Rep Stress Incr .. YES WB.. 0.00 . Horz(CT) .' -0.00 3 n/a n/a BCDL 10.0 Code' FBC2020/TP12014 Matrix-P Weight:'18lb FT=20%. :. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc puffins. BOT CHORD .2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) .3= .Mechanical, 2=0-8-0, 4=Mech'anical :. Max Horz 2=182(LC 10) Max Uplift 3=-116(LC 10), 2=-189(LC 10) Max Grav 3=133(LC 15), 2=276(LC 15), 4=91(LC 3) ... FORCES. (lb) - Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. . NOTES- 1) Wind: ASCE 7-16; Vult=160mph (37second gust)'Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.- 11; Exp C; Encl., GCpf=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp.DOL=1.60 2) Building Designer/ Project engineer responsible for. verifying applied roof live load. shown covers rain loading requirements. specific to the use of this truss component. 3) This truss has been designed fora 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) Bearing at joint(s) 2 considers' parallel to grain value using ANSI/TPI 1 angle to grain formula.:. Building designerrshould verify capacity of bearing surface: 7) Provide mechanical connection (by others) of, truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 189 lb uplift at, joint 2: Joaquin Velez PE N6.66162 Welk USA, life. fL'Cert 6634 6904 Parke East Blvd. Tampa FIL. 33610. ate: August 10,2021 . 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 passible personal Injury and property damage. For general, guidance regarding the . . - fabrication., storage; delivery, erection and bracing: of trusses and truss systems, see.:: ANSVTPI1 Quality Criteria, DSBe89 and BCSI Building Component. 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL .36610 Job Truss Truss Type Oty • Ply 1830 A 3C:BGKNO HS T24978139 2876364 D01 G. COMMON 2 1 Job Reference (optional) Builders rirstbource (Plant Gity, l-L); . viant Glty, f-L - 33567, t1.43U s Jun z iw4i mi I eK Indusmes, Inc. I ue Hug lU Ui1: I i:u4 zuz 1 rage 1 ID:193OGW BBpX3jRIB7ieOm7kz5?ad-ylrBUBayWnW gLZvP67D4pfX2_Vmgl xO?PDx?03ypIET 5.8-6 10-0.0 143-10 20-0-0 _ 21-4-0 5.8-6 4.3-10 4-3-10 ' 5.8.6 Scale _ 1:35.8 4x4 3 4xv 5x8 = 44 = 10-0-0 20-0-0 .. :. Plate Offsets (X Y)-- [1.0-1-4 Edge] [7.0-4-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc): 'I/clef] . Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC. 0:50 Vert(LL) " 1-7 >999 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC..:6.94 :0.18 Vert(CT) . -0.38 1-7 >612 180. . BCLL 0.0 ' . Rep Stress Incir YES W B . 0.21 Horz(CT). 0.03 5 n/a n/a BCDL 10.0 Code: FBC2020(rP]2014 . Matrix-SH W eight::87 lb FT = 20%. _. LUMBER- BRACING - TOP CHORD-. 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 4-8-4 oc pur]ins. BOT CHORD 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 ... REACTIONS. (size), 1=Mechanical, 5=0-8-0 Max Horz' 1=-224(LC 8) Max.Uplift 1= 338(LC 10),i5=-473(LC 10) " Max.Grav 1=719(LC 1), 5=817(LC.1) FORCES. (lb) - Max. Corno,/Nlax. Ten. - All forces 250 (lb) or less except when shown. . TOP CHORD 1-2— 11882/964, 2-3=-894/743, 3-4=-892/7 OT38, 4-5=-1154/921 BCHORD " '1-7=-680/1086, 5-7=-620/978 . "' WEBS 3-7=-369/559, 4-7=-354/397, 2-7==397/467 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1=8 to 4-1-2, Interior(1) 4-1-2 to 6-0-6, Exterior(2R) 6-0-6 to ' 13-11-10, Interior(1) 13-11-10 to 17-4=6, Exterior(2E) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions. shown; Lumber DOL=1.60 plate, grip DOL=1.60 :. 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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) Refer to girders) for truss 10 truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint 1 and 473 lb uplift at joint 5. ' . A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 5/19/2020 BEFORE USE: " Design valid for use only with MTeke connectors. This design is based. only upon parameters shown; and.is foi an individual building component, not �• q ... . a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 Injuryand property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracingof trusses and truss systems, see..: ANS11TPI1 Quality Criteria, DSB789 and SCSI Building Component, 6904 Parke East BNd: Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610' Job Truss Truss Type Qty Ply 1830 A 3C; BLK NO HS T24978140 2876364 D02A. GABLE'. 1 1 Job Reference (optional) dunaerS virsti50urce Imam Glty, I-L); . mam tatty, r-L - U:lbb/, CAJU s JUn a eUZ I wlt t eK rnuuSUies, rnu. i ua nuy i u ua; i i:uo cuc i rdye r I D:193QG W BBpX3j Rl87zeOm7kz57ad-RxP W hUbaH.5eXzj UbggkJMt3HHuJEm.QcBethZYVypl ES 1-4-0 10-0.0 "20=0-0 21-4.0 1.4_D 10-0.0 1070.0 1-4-0 Scale.—.1:37.5 . . 44 = 7 2x4 11 2x4 .11 ' 6 8 . 6.00 12: 2x4 I I 2x4 .11 5 g . 2x4 II 2x4 ,11 3x4 4 10 3x4 3x4 i ' 3 11 21 22 3x4 12 v� d1 2 ri 13J0 V 4x6 20 19 18 2x4 11 2x4 ' I I 2x4 11 17 16 15 14 4e V 5x6 = 2x4 11 2x4 11 2x4 11 2000 20-0.0 . Plate Offsets (X Y)- [2:0-4-0 0-1-15] [12:0-4-00-1-15] [17:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 ' Plate Grip DOL 1.2b TC 0:20 Vert(LL) 0.00 ' 13 n/r 180 MT20 244/.190 TCDL 7.0: Lumber DOL .:' 1.25 BC ' D.09 Vert(CT) ' . 0.00 12 n/r 120 ' BCLL 0.0 ' Rep Stress Incr YES WB, 0.09 HOrz(CT) , 0.00. 12 n/a ' n/a BCDC' 10.0 Code' FBC2020ffP12014.. : - .. Matrix-SH W. Weight:.105 lb FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD" ..Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. .. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20=0-0.rz (lb) - Max Ho2 219(1_C 8) - Max Uplift All uplift 100 lb or less at joint(s) 18, 19, 16, 15 except.2=-175(LC 10), 12==175(1_C 10), 20— 129(LC 1,0), 14=-129(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2; 12, 17, 18, 19, 16, 15 except 20-279(LC 15), 14=284(LC 18) FORCES. (lb) -'Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD : 6-7=-78/290, 7-8=-78/290 WEBS 4-20=-203/300, 10-14=-2081300 . NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-sec9nd gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat: II; Exp.C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Comer(3E)-:14-0 to 2-7-10, Extedor(2N) 2-7-10.to 6-0-0, Comer(3R) 6-0-0 to 14-0-0; Exterior(2N) 1470-0 to 17-4-6; Comer(3E).1.7-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for, reactions shown; Lumbe.'r DOL=1:.60 plate grip DOL=1.60 3) Truss designed for wind loads' in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as'applicable,'or consult qualified building designer as per ANSI/TPI 1. " ' 4) Building. Designer / Project engineer responsible for verifying applied -roof live, load shown covers rain loading requirements specific to the use of this truss component. 5) .Gable requires continuous, bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 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 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. sw 9) Lumber designated with a "P" is pressure -treated with preservatives.. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation. of the treatment company. Borate or other suitable treatment may be:used if it does not corrode the plates. If ACQ, CBA, or CA-B:treated lumber is used, improved corrosion protection is required, and G185 galvanized plates maybe used with this, design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended Use. 10) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 18, 19, 16, 15 " except dt=lb) 2=175, 12=175, 20=129, 14=129: Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 0904 Parke East Blvd. Tampa Fl. 33610 Date: August 10,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: iDesign valid for use only with MiTek® connectors. This design Is based only upon parameters shown; and is for an individual building component, note a truss system. Before use, the building designer must verify the. applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing indicated is io 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, see _ :: ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ' • Tampa, FL ;36610 Job Truss Truss Type Qty, Ply 1830 A 3C. BLK NO HS T24978141 2876364 E7 JACK ' . 4 ' 1 Job Reference (optional) buraers i-irsibource (rlant Gtty, rL), . rlanl GIIy, rL -.3Jbb/, 0.90V S dU11 G LVL 1 IVII I UN II IU-11—, III.. I uu 1 Uuy I v va. I r.v, cut I rays 1 ID:3xt7Yd6RbYnX016Sf6ghjjz4cnz-NKW H6AcgpiuFCl e_oFnnRl9YtiuEELUR6BAfdOyplEQ 1 4 0 7-0•0 .. �. 1-4.0. 7-0-0. " — tale =:1:23 S 5 " 3 6.00 F12 w 0 .. .. .. .. .. .. ::'m 2sm 1 uxY — ST1.5x8 §TP= 7-0-0 7-n-n . viate uttsets tx rj-- fz-u-i-a tagel LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc). 'I/dell Ud -PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0:52 Vert(LL) -0.11 2-4 >695 240 MT20 244/190 TCDL 7.0. Lumber DOL " 1.25 BC ..0.57 Vert(Cr) . -OM ' 2-4 >347 180 . BCLL 0.0 '. . Rep Stress Incr YES W13. 0.00. Horz(CT) -0.00. 3 n/a ri/a BCDL:' 10.0 Code FBC2020/TPI2014 Matrix-P Weight:,24lb FT=20 LUMBER- BRACING - TOP CHORD' .2x4 SP M 31 .. TOP CHORD. Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD" :2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing." REACTIONS. (size) ,3=Me6hanical, 2=0-8-0, 4=Mechanical : " Max Horz 2=240(LC 10) Max Uplift 3- 181(LC 10), 2=-207(LC 10) Max'Grav 3=204(LC 15),.2=351(LC 15), 4=132(LC 3) .: FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown, . NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust)' Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=45ft; L=40ft; eave=5ft; Cat. 11; Exp C;"Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown "covers rain loading requirements specific to, the use of this truss corrlponent. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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) 3=181, 2=207. Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cett 6634 6904' Pat fce East Blvd. Tampa FL 3.361.0 Date: August .10,2021 " . 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'Ml1.7473 rev. 5/19/2020 BEFORE USE... - Design valid for use only with MTek® connectors. This design is based only upon parameters shown; and_is foian 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 injuryand property damage. For general, guidance regarding the fabrication, storage; delivery, erection and bracipg. of trusses and truss systems, see.: ANSIITP11 Ouslify Criteria, DSB-89 and SCSI Building Component ' : 6904 Parke East Bidd. ' Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 ' - Tampa, FL 36610' Job Truss Truss Type Qty; Ply 1830 A 3C:BLK:NO HS ; T24978142 2876364 7 E V SPECIAL 7 1 ' • � Job Reference ' Builders FirstSource (Plant City, FL);: Plant City, FL = 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Aug 10 09:17:14 2021 Page 1 ID:193QG W BBpX3jRl87zedm7kz5?ad-ggRwaZiDArmFY6gKiD PQDm)dyXGrNVDTnNXNUypl EJ 1-4-1 7-0 p'. Scale =.1:23.2 3 q. m 6.00 FIT : m ... .. C . O O 2 1. .. c• - - q nn -9- ST1:5x8STP= I Plate Offsets (X Y)-- [2.0-4-7 Edge] LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) Well Lid .'PLATES: GRIP TCLL 20.0 ' Plate Grip DOL 1.25 TC . 0.53 Vert(LL) -0.12 2-4 >674 240 MT20 244/190' TCDL 7.0 Lumber DOL .. 1.25 BC ..0.57 Vert(CT) 424 2-4 >337 180 BCLL 0.0 Rep Stress Inca YES WB 0.00 , Horz(CT) , -0.00 3 n/a n/a BCDL 10.0 Code' FBC2020/TPI2014 Matrix-P ° Weight: 25 lb FT 20 /o= , LUMBER- BRACING - TOP CHORD .2x4 SP M 31 TOP CHORD. Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD..2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) .3=Me6hanical, 2=0-8-0, 4=Mechanical Max Horz-2=237(LC 10) Max Uplift 3=-184(LC 10), 2= 204(LC 10) : Max.Grav 3=205(LC 15),.2=350(LC 15), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . NOTES- 1) Wind: ASCE 7-16; Vult=160mph (37second gust)* Vasd=1 24mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C;'Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions - shown; 'Lumber DOL=1.60 plate gdp.DOL=1.60. 2) Building Designer/ Project engineer responsible for,verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed fora 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) Bearing at joint(s) 2 considers'parallel to grain value using:ANSUTPI 1 angle to grain J6rmdla.. Building designer should verify capacity of bearing surface.' ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=184; 2=204. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MITek® connectors. This desfdn is based only upon parameters shown; anil'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 designinto 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, see. : ANSIITP11 Quality Criferia, DSB-99 and BCSI Building Component :: 6904 Parke East Blvd. Salefylnlormafion available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL ,36610 Job Truss • ; Truss Type Qty; : Ply 1830 A 3C BLK-NO HS T24978143 2876364 E7VP " SPECIAL' "' 7 1 Job Reference (optional) tiunoers rlrsibource (flan Ulty, I-L), mant roily, rL - 3:ibbl, t1.4au s dun Z zuzl MI I eK Incusines, Inc. I ue Hug I u ue:I t: iv zuz I rage I ID:3xt2Yd6RbYnXO16Sf6ghijz4cnz-ggRwaZiDArmFY6gKiDPODmx17XI8NVDTjnNXNUypIEJ 1 4 0 7-0-0 1_4_0 7-0-0 . .. 3 Scale = 1:23.3 6.00 F17T Ch . 4x6 i .. O ... (6 r 2 1. o. annR-9 .. y 3x4 ' I Plate Offsets (X Y)-- [2:0-7-15 0-0-11] [2'0-0-12 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc):.' Vdefl. Ud 'PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0.52 Vert(LL) . .' 0.11" 2-4 >735 240 MT20 244/190 TCDL - 7.0 Lumber DOL - - 1.25 BC::. b.42 Vert(CT)' 0.09• 2-4 >856 180 .:. . BCLL 0:0 '. Rep Stress Incr YES WB 0.00 Horz(CT) . -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014, Matrix-P Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD .2x4 SO M 31 TOP CHORD. ..Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD:.2x6 SP No.2 BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS. (size) .3-Mechanical, 2=0-8-0, 4=Mechanical . Max Horz 2=303(LC 10) Max Uplift 3=-181(LC 10), 2= 327(LC 10),'4=-102(LC 6) Max Grav 3=204(LC 15), 2=346(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp,/Max. Ten. -'All forces 250 (lb) or less except when shown. - NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust)' Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; porch left exposed;GC for members and forces &. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project :engineer responsible for verifying applied roof live load, shown covers rain loading requirements specific to, the use of this truss component. 3) This truss has been designed fo(a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of20.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 girders) for truss to.truss connections. 6) Bearing at joint(s) 2 considers'parallel to grain value using:ANSIrrPI 1 angle to grain formula. Building designerstiould verify capacity of bearing surface: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 3=181, 2=327, 4=102. Joaquin Velez PE No.68182 . - MiTek USA, Inc; FL Cert 6634 6904'Paike East Blvd. Tampa FL 3.361.0 .. .. .. .. .. Date: ... . August 10,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTek® connectors. This design is based -only upon parameters shown,-and:is fot'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/orchord 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, see - : ANSUTPII Quality Criteria, DSB49 and BCSI Building Component . - 6904 Parke East Blvd: Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty; ; Ply 1830 A 3C BILK NO HS T24978144 2876364 G01 Hip Girder Job Reference (optional)' t3uilders rlrstsource (FlantGlty, I-L); Flan] cny, I-L - 335E7, - _ tJ.4au s uun z zuziml 1 eK Inausmes, Inc. 1 ue Hug i u ua:i /:i n zuz i rage t ID:3xt?Yd6RbYnXO16Sf66 ijjz4cnz-8s?lovjrw9u6AFFWGxwfm_UwTwXt6wjdxR65vwyplEl 1.4_p. 3_q_1q 7.0.0 10-0-0 13=0 0: _ 16-7-2 .'. 20.0_0 21-4-0 1-4-0 3-4-14 3-7-2 3.0-0 3-0.0 3-7-2 1-4-0 ' Scale.=:1:36.9 4x4 _...:: 4x4 = 3x4 = 4 5 6 ST1.50 51 F = ... 3x8 — 3xB 4x4 — 4x4 7-0-0 13 0 0 20-0.0 Plate Offsets (X Y)-- [2.0-1-8 Edge] [8.0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). 'I/defl. Ud PLATES GRIP TCLL 20.0 Plate Grip DOL- . 1.25 TC.. 0.54- Vert(LL) 0.14-10-12 >999 MT20 244/.190 TCDL 7.0. Lumber DOL 1.25 BC ..0.84 Vert(CT)' . -0.19 .240. 2-12 >999 180 BCLL 0.0 Rep Stresslncr NO WB 0.18. Horz(CT) ' 0.07 8 n/a n/a BCDL- 10.0 Code FBC2020/TPl2014 :. Matrix-SH Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD . 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc puriins. BOT CHORD:: 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing.. WEBS 2x4 SP No.3 REACTIONS. (size) _ 2=0-8-0, 8=0-8-0 Max .Horz'2=171(LC 7) Max:Uplift 2=-925(LC 8), 8=-925(LC 8) Max.Grav 2=1837(LC 13), 8=1837(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3130/1546, 3-4=-3035/1523, 4-5=-2715/1412, 5-6=-2715/1412; 61-7=-3035/1523, 7-8=-3131/1546 BOT CHORD. 2-12= 1220/2816, 10-12==1307/2903, 8-10=-1220/2689 WEBS 4r12— 57/478, 5-12=-315/288, 5-10=-315/268, 6-10=-57/477. NOTES- 1) Unbalanced, roof live loads have been considered for this design. 2) Wind: ASCE.7=16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat: II; Exp.C; Encl.; GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied 'roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. . 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=925, 8=925. 8) Girder carries hip end, with 7-0-0 end setback. 9) Hanger(s) or other'connection device(s) shall be provided sufficient to: support concentrated load(s) 605 lb down and 376 lb up at - 13-0-0, and 605 lb down and 376 lb up at- 7-0-0'on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the.face.of the truss are noted as front (F) or back (B). LOAD CASE(S), Standard 1) Dead + Roof Live:(balanced): Lumber Increase=1.25, Plate Increase-1.25 " Joaquin Velei.PE 96.68182 Uniform .Loads'(plf) MiTek USA L Cert 6634 Inc. F Vert: 1=4=-54, 4-6— 112(F=-58); 6-9=-54, 2-8=-42(F=-22) 6904 Parke East Blvd. Tampa FL 33610 Concentrated Loads '(Ib):: :: Date: Vert: 4=-347(F) 6=-347(F) " August.1 0,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE"MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only v0th MiTek® connectors. This design is based only upon parameters shown; and�is for an Individual building component, not �� - a tmss system. Before use, the building designer must verify the. applicability of design parameters and propedy 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 .. fabdcation,:storage, delivery, erection and bracing: of. trusses and truss systems, see.. ANSIITP11 Quality Criteria, DSB-89and BCSI Building Component : 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL _36610' Jab Truss Truss Type _ Oty: Ply 1830 A 3C'BGK:NO HS T24978145 2876364 G02 Hip 1 1 . Job Reference o tional ' t3maers rlrstiource trtant ury, rl j, mans L ity, M J.d0br, o.youa Vull 44-.1 rvnre nruuauioa, uic. 1-'n,y ..,... ,,.1. -I , ayo , I D:3xt?Yd6RbYnX016Sf6ghjjz4cnz-c3Zg?FjThTOzoPgg peRuJB176KworNlmA5seRMypl EH 36 9 9-0-0 11-0-0 :. 15.5-7 -i : 20-0.0 -6.9 4-5.7 2-0-0 4-5-6 4-6.9 Sc - = . Scale -'1:35.8 4x4 4x4 = 3 4 6.00112 2x4 :. • :. 2 .. 2x4 5. .. .. co d . 1. 6 m Io 4x. ST1.5x8 STP= 3x4 = '" 3x4 = 4x4 = 20-0.0 2.0-0 9_u_u Plate Offsets (X Y)-- [1.0-1-4 Edge) LOADING (psf) SPACING- 2-0-0 CSI. " DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC. . OA2 Vert(LL) . -0.14 1-9 >999 240. MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC ..0.67 Vert(CT) ' -0.29 1-9 >789 186. BCLL 0.0 '.. Rep Stress Incr .. YES WB, 0.19 Horz(CT) 0.03, 6 n/a n/a BCDL 10.0 Code; FBC2020/TP12014.. Matrix-SH Weight:.91 lb FT = 20% ; LUMBER- BRACING - TOP CHORD .2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc puffins. BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing.. . WEBS 2x4 SP No.3 - REACTIONS. (size) 1=0=8=0, 6=0-8-0 Max Horz 1 186(LC 8) Max:Uplift 1=-341(LC 10),:6=-341(LC 10) " Max.Grav 1=715(LC 1); 6=715(LC.1) FORCES. (lb) - Max. Comp,/Max: Ten. -All forces 250 (Ib) or less except when shown: TOP CHORD 1-2=-1200/984,.2-3- 936/749, 3-4=-787/744, 4-5=-936/749, 5-6=-1200/984 . . BOT CHORD 1-9= 779/1090, 7-9=-405/787, 6-7=479%iO34 WEBS 2-9= 368/417, 3-9=-129/264; 4-7==129/264, 5-7- 369/417 NOTES- 1) Unbalanced roof live Loads have, been considered for this :design. 2) Wind: ASCE 7-16; Vult=160mph'(3-second gust).Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp.C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 074-0 to 4-4-9, Extedor(2R) 4-4-9 to 15-7-7, Extedor(2E). 15-7-7 to 19r8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60:plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied -roof live load shown.covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to -prevent water ponding. 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 20.0psf 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. .7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=lb) 1=341, 6=341. Joaquin Velei PE 4.68182 MiTek USA, Inc- FL Cart 6634 6900aft East Blvd. Tampa FL 33616 Date: August 10,2021 . A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MIJ-7473 rev. 5/1912020 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, see .:: ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component .: 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3661.0' Job Truss Truss Type Qty:: Ply 1830 A 3C B X NO HIS T24978146 2876364 .. G03 Hip Girder ' 1 "2: Job Reference (optional)' timers mrstb.-ource (viant yty, rL); viant t;Ity, I-L - 3Jbb/, t1.4JU s JUn 4 ZUZ I MI I eK in❑Usines, Inc. i ue muy w uu: i i; ro evc I rays i ID:3xt7Y.d6RbYnXO16Sf6ghjjz4cnz-YRhRQwlkD4Hhl j_5x3TMOc6RgBYmJ5.3dPLIW FypI EF . ... .. 10-3-0- .. .. .. .. ... ..- .. .. 4-8-13 . 9-9-0 19-0r0 15.3-3 . ' i - - - 20-0-0 . 4-6-13 .. ..6-0-3 0-3- 5-0-3 4-8-13 Scale - .. .. 1:36.5 44 11 3 m Io 80'v 9 _ 7 - b . - - Sf1.5x8STP= 3x10 II' " 6x8 7x8 = 3x8 II ST1.5x8 STP = ' 3x10 -z�- .. - 16-3-0 .. .. i 4 8 13 9-9-0 19-Or0 15-3-3 .. i 20.0-0 , 4.8-13 5-0.3 -3- '' 6-0-3 4-8-13 0-3-0 Plate Offsets (X Y)--' [1.0-2-10 0-1-8] [5.0-2-9 0-1-8] [7:0-4-0 0-4-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)- 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL- 1.25 TC. OA7 Vert(LL) . . 0.17 ' 7-9 >999 240, MT20 244/.190 TCDL 7.0 Lumber DOL :. 1.25 BC ..0.96 Vert(CT)- . -0.23 7-9 >999 180 BCLL .0.0 '. Rep Stress Incr NO WB, 0.91 Horz(CT)_ 0.06. 5 n/a n/a BCDL10.0 Code' FBC20201TP12014 Matrix-SH Weight:,218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 r TOP CHORD. Structural wood sheathing directly applied or 3-10-7 oc puriins. BOT CHORD:.2x6.SP No.2 'Except BOT CHORD Rigid ceiling directly applied or'8-5-5 oc bracing. 5-8: 2x6 SP M.26 WEBS 2x4SPNo..3.',; REACTIONS.. (size) 1=0-&O, 5=0-8-0 . . Max Horz 1=203(LC 7)' Max Uplift 1=-2231(LC 8),.5=-2271(LC 8) Max Grev 1=5015(LC 13), 5=5107(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250:(Ib) or less except when shown. TOP CHORD 1-2=-8819/3945, 2-3=-6086/2786; 3-4=-6086/2785, 4-5=-9326/4164 BOT CHORD 1-9=-3429/7917, 7-9=-3429/7917; 6-7=-3621/8210, 5-6=-3621/8210 WEBS 2-9=-859/2167, 2-7=-87.9/1249, 4-7=-3166/1459, 476=-1050/2608, 3-7=-2250/5137. . NOTES- ... .. 1) 2-ply truss to be connected together with 10d (0.131.'xX) nails as follows: Top chords connected as follows: 2x4 -.1 'row at 0-9-0 oc. Bottom chords connected as follows: 2x8:: 2 rows staggered at 0-9-0 oc.: Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considerediequally applied to all plies, except if noted as front (F) or-baok '(B) face in the LOAD CASE(S) section. Ply to ply connections have heed 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: ASCE7-16; Vult=160mph (3=second gust), Vasd=1 24mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=451ft; L=40ft; eave=5ft; Cat. . 11; Exp C;.Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60.piate grip DOL=1.60 .5) Building Designer/ Project engineer responsible for verifying applied roof live load shown -covers rain loading requirements specific to the use of this truss component. 6) This truss has been designed fora 10.0 psf bottom Chord live load nonconcurrent With. any other live loads. 7) ' This truss has been designed fora 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. 8) Provide mechanical connection (by others) of. truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) ' 1=2231, 5=2271. .... .. 9) Hariger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 805 lb down and 352 lb up at 1-4-0, 805 Ib down and 352 lbup at 3-4-0, 882,Ib down -and 385 lb up at 5-4-0, 949 lb down and 415 lb up at 7-4-0, 946 lb down and 413 lb up at 9-4-0, 946 lb down and 413 Ib up at 11-4-0, 946 Ib down and 413 lb up at 13-4-0, 719. lb down and 314 lb up at 15-4-0,'and B47 lbdown and 370 lb up at -16-0-0, and 904 lb down and 395 lb up at 18-0-0 on bottom chord. The design/selection . of. such connection device(s) is the responsibility of others. LOAD CASE(S) Standard. " Joaquin Velei.PE N6.66182 MiTek USA, Inc: FL Cart 6634 6904 Parke East Blvd. Tampa T.I. 33610 ' Data:. August .10,2021 'ontinued o Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 theapplicability of design parameters and Property Incorporate this design into the overall building design. Bracing Indicated Is io 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: or trusses and truss systems, see .. ANSUTP11 Quality Criteria, DS8189 and BCSI Building Component . 6904 Parke East Blvd: Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 • ' Tampa, FL '36610 Job Truss Truss Type Qty:: Ply 1830 A 3C.8 K NO HS T24978146 2876364 G03 Hip Girder " "' 1 2: Job Reference (optional)' tlulicers hlfstbource Imam Loity, 1-L); . mant Glty, rL - 3Jbb/, C.93U s dun Z ZUZ 1 rvu i eK inaus[nes, u1a. i ue rluy I utn 11; 10 cuc 1 raye c ID:3xt?Yd6RbYnX0169fbghjji4cnz-YRhROv IkD4Hhlj_5x3TMOc6Rg8YmJ5_3dPLIWFyplEF LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 . Uniform Loads (plf) Vert: 1-3=-54, M=-54, 1-5=-20 Concentrated Loads (lb) Verb 6=-660(F)10= 739(F) 11=-739(F)'12=-809(F) 13=-871(F):14=-868(F)15=-868(F) 16=-868(F)17=-777(F) 18=-829(F) . Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'M11-7473 rev. 5/19/2020 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 andlorchord members only. Additional temporary and permanent bracing pA " prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iTek' . . fabrication, storage; delivery, erection and bracing of trusses and truss systems, see : ANSI?PI1 Quality Criferie, DSB-88 and BCSI Building Component :. 6904 Parke East BIJd: Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty.: Ply 1830 A 3C BLK:NO HS T24978147 2876364 H7 MONO TRUSS 2 1 Job Reference (optional)' � ' t3Uliaers mrstbource (Plant Glty, FL); . mant Gity, t-L - 33b6/, 1-10-10 4-6-7 1-10-10 4.6-7 Ux4 = ST1.5x8 STP = ID:3xt7' .i t1.43U s JUn z zuzi mi I eK Inousines, Inc. I ue Aug 1 u uu:l r:l a zuei rage 1 5-3-10 Scale=:1:23.6 . Plate Offsets (X 1)-- [2:0-2-4 0-0-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc)• ''I/deft Ud PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC .. 0.66 Vert(LL) . -0.07 6-7 >999 240 . - ' . MT20 244/190 TCDL 7.0 Lumber DOL .. 1.25 BC. 0.73 Vert(CT) .-0.15 6-7 >778 180 BCLL 0.0 '. Rep Stress Incir' . NO WB, 0.36 Horz(CT) 0.01 5 n/a n7a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 6-0-0 ocpurlins. BOT CHORD .2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing. : WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz'2=239(LC 8) Max:Uplift 4=-167(LC 8); 2=-247(LC 8), 5=-70(LC 5) Max Grav 4=160(LC 1), 2=452(LC 1), 5=292(LC 3) FORCES. (lb) Max. Comp,/Max. Ten. -All forces 250 (Ib) or.less except when shown: TOP CHORD 2-3=-697/224 BOT CHORD 2-7=-313/629, 6-7=-313/629 WEBS 34=0/323, 3-6=-664/330 NOTES 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft;;eave=5ft; Cat. II; Exp C; Encl., GCpi=0;18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer./ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific,' : to the use of this truss component. .. 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) 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) 5 except (jt=lb) 4=167; 2=247. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 66 lb down and 62 lb, up at - 1-5-12, 56 lb down and 62.1b up at 1-5-12, 5 lb down acid 68 lb:up at 4-3-11, 5 lb down 'and 68 lb up at 4-3-11, and 50:1b down and 138 lb up at 7-1-10, And .50lb. down and 138 lb up at 7-1-10 on top chord, and 22lb up at 1-5-12, 22lb up at 1-5-121 11,lb down and 7 lb up at' 4-3=11, 11 lb down and 7 lb. up at; 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7=1-10 on bottom chord.. The design/selection of'such connection device(s) is'the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted:as front (F) or back (B). LOAD-CASE(S) Standard 1) Dead +Roof Live_(balanbed): Lumber Increase=1.25, Plate Increase=1.25 . Uniform Loads"(plf) .. Joaquin Velet.PE N6.68182 Vert: 1-4=-54, 2-5=-20 MiTek USA, Inc. FL Cert.6634 69D4Parke East Blvd. Tampa FL 33610' ..sp Date: August .10,2021 o ti ed o e 2 . A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with. MiTek® connectors. This design is based only upon parameters shown, and'is foi an Individual building componerit, not a truss system. Before use, the building designer must verify the. applicability of design parameters and piopedy 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, see . , ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component. 6904 Parke East Blvd: Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss • • Truss Type yp Qty Ply 1830 A 3C:BLK NO HS T24978147 2876364 H7 MONO TRUSS 2 1 • Job Reference (optional) ' A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 5/19/2020 BEFORE USE: " • - Design valid for use only with MiTek® connectors. This desigri 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 pioperiy 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 mquired for stability and to prevent collapse with possible personal inlury:and property damage. For general guidance regarding the - fabrication, storage; delivery, erection and bracing. of, trusses and truss systems, see , : ANSUTPII Quality Criteria, DSB;B9 and BCSI BuildlnaR?q pprrent . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1830 A 3CBLK NO HS T24978148 2876364 H7V SPECIAL 2 1 .. Job Reference (optional)' ' oynaers rtrslaource trlani L iiy, rLf, rianl Uay, rL - asonr, o.yau ID:193OG W BBpX3j Rll 1-10-10 - c cuc i ,w,, en n,uuamea, ! i . , ue'+uy , u ........ —, rage 17iii57ad-OeFpdGmM_OPYftZl Vn_bwgeb_YzT2hGCs3412hypl EE g_10_1 4.6-0 Scale-1:22.9 . j. m N 3x4 = ' ST1.5xBSTP= b 41 — 9-10-1 5.4-1 4-6.0 PlateOffsets'(XY)--' [2.0-1-3Edge) LOADING (pso SPACING- 2-0-0. CSI. DEFL. in (loc) I/deft. Ud PLATES GRIP TCLL 20.0 ' . Plate Grip DOL 1.25 TIC . 0:57 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 1.0: Lumber DOL ..: 1.25 BC ..0.61 Vert(CT) ..-0.11 6-7 >999 180 BCLL 0.0 Rep Stress Incir' NO WB 0.33 HOrz(CT) -0.01 5 n/a n/a BCDL 10.0 Code: FBC2020/TP12014 Matrix-SH Weight: 41 lb FT = 20% LUMBER- p BRACING - TOP CHORD' 2x4.SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD: 2x4.8P No.2 BOT CHORD' Rigid ceiling directly applied or 6-11-4 oc bracing. WEBS 2x4 SP No.3 . REACTIONS. (size) •4=Mechanical, 2=0-8-0, 5=Mech6nical Max Horz 2=236(1_C 8) Max.Uplift 4=-166(LC 8), 2=-272(LC 8), 5=-161(LC 5) Max Grav 4=136(LC 1), 2=448(LC 1), 5=295(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (16) or less except when shown... _ . TOP CHORD 2-3=-992/637 BOT CHORD ' 2-7= 703/911, 6-7=-710/907 WEBS 3-7=0/315, 3-6=-894/696 . NOTES- 1) Wind: ASCE 7-16; Vult=1'60mph (3-second gust) Vasd=124mpn; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0A8; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this.truss component. 3) This truss has been designed fora 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 girders) for truss to truss connections. 6) Bearing at joint(s)2 considers parallel to:grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)' 4=166, 2=272, 5=161. 8) Hanger(s) or other connection.device(s) shall be provided sufficient to support concentrated. load(s) 67 lb down and 52 lb. up at 1-5-12, 671b downand 52 Ib up at 1,-5-12, 80 Ib up at 4-3-11, 801b, up at,'4-3-11, and 50 Ib down and'174 Ib up at 7-1-10, and 50 Ib down and:174 Ib up at 7-1-10 on top chord, and 231b up at 1-5-12; 23.Ib up'at 1-5-12, 11 Ib down and 7 Ib up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1a10 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 CASES) Standard Joaquin Velex:PE N6.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc: FL Cerf 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-4=-54, 2-5=-20 Date: August 10,2021 Co ti ed o e .. " A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 5/19/2020 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 verily 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/orphord 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, see : ANSbTpl1 Quality Criteria, OSB,89 and BCSI Building Component 6904 Parke East Blvd. ' Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City: Ply 1830 A 3C BIK;NO HS T24978148 2876364 H7V SPECIAL "' 2 1 Job Reference (optional)'''.:' ' A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: ' • Design valid for use only with MiTek® connectors. This design Is based upon parameters shown; and is foi an Individual building component, not -only A truss system. Before use, the building designer must verify the applicability of design parameters and propery 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 Welk' 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, see, ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION:'. 3 " Center:plate on joint unless x, y:. 6-4-8. Failure to Follow.Could Cause Property dimensions shown:in ft-in-sixteenths 1 /4 offsets are indicated: (Drawings not to scale) Damage OC:PerSOnal Injury Dimensions are in ft-in-sixteenths: :. 1. Additional. stability bracing for truss system; e.g. Apply plates to both sides of truss. 1 2 g diagonal or X-bracing, is always required. See BCSI. and fully.embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For m�ay;require de truss brae 9g nor aldte lateral Tor aces themselves GI-2 cz� ' WEBS 034 bracing sho uld eyed 4 bra be.considered. T O m 3. Never the design loading shown and never N CJ O stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building O: d designer, erection supervisor, property owner and For 4 x 2 orientation, locate ~ C7-e : c6-7 cs=s .: all other interested parties: . plates 0-',6" from outside BOTTOM CHORDS P 5. Cut members to bear tightly against each other. edge 'oftruss - 8 �.: .. 6 5: . 6. Place plates on,each face of truss at each joint -and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7 Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI :1.. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT., 8. Unless otherwise noted, moisture content of lumber Plate location details available in MiTek:20/20 NUMBERS/LETTERS. shall not exceed 19% at'time of fabrication: . software or upon request:: . 9. 'Unless expressly noted, this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant,. preservative treated, or green lumber.: PLATE SIZE ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator: General practice is to 1 width measured perpendicular. ESR-1311 ESR-135.2; ESR1988 camber for dead'load'deflection:': X to slots. Second dimension is ER-3907, ESR72362, ESR-1397, ESR 3282 the length parallel t0 slots. 11. Plate type, size, orientation and location. dimensions 9 p . indicated are minimum plating requirements. 12. Lumber used shall be of the species and'size, and d LATERAL BRACING LOCATION in all respects, equal to or :better than that specified. Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of :the. 13. TOP chords must be sheathed orPurl(ns provided at by text in the bracing section of the truss unless otherwiseshown. spacing indicated on design. . output. Use T or I bracing 14. Bottom:chords require lateral bracing at 10 ft. spacing, if indicated. Lumber: design values are in accordance with ANSI/TPI :1 or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. ' 15. Connections not shown are the responsibilityof others.:' Do not cut r alter truss member p prior. Indicates:location Where.bearingS 16 :approval of an engineer.: mb or late without r' r� ' (supports) occur. Icons.vary but © 2012 MiTek® All Rights Reserved 1j. Install and load vertically unless indicated otherwise. reaction section indicates joint number Where,bearingS OCCUR: 18. Use of green or treated lumber may pose unacceptable Min size shown: is for crushing only. ::. �� environmental, health or performance risks. Consult with ptoject engineer before use. Industry Standards: 19. Review all portions of this design (front, back, words ANSI/TPI.1: National Design S ecificatioh for'Metal and pictures) before use. Reviewing pictures alone g p Plate Connected Wood Truss.Construction. is not sufficient. DSB--89:. Design Standard for Bracing: MiTek ® 20. Design assumes manufacture in accordance with BCSI: Building ,Component ,Safety Information, ANSPI 9: t]uality Criteria. w. Guide to Good Practice for Handling,. 21.The.design does not take into account any dynamic Installing &-Bracing of Metal Plate or other loads other than those expressly stated. Connected. Wood Trusses.' MiTek Engineering Reference Sheet: MII-7473 rev.-5/19/2020