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HomeMy WebLinkAboutTRUSSLumber design'valdes are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established V,-ocle�rs Y� �l b AJ S L JUL 1 t013 MjTek RE: '5196 - 3409 Bent Pine / Q56675 Mi Tek-17�A; Ir Site 1 I formation: 6904 Parke East Blvd. Cust mer Info: GRANDE CONSTRUCTION Project Name: 3409 BENT PINE Moc�'�a, FL336104115 Lot/B dock: Subdivision: Address: 3409 BENT PINE City: I ORT ST LUCIE State: FL fame Address and License # of Structural Engineer of Record, If there is one, for the building. Name License #: City: 11 State: Gene al Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Load ig Conditions): Desi Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind ode: ASCE 7-10 Wind Speed: 160 mph Roof,oad: 37.0 psf Floor Load: N/A psf This lockage includes 100 individual, dated Truss Design Drawings and 0 Additional Drawings. With ty seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet confo s to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. eal# I Truss Name Date No. Seal# I Truss Name Date 1 T14205007 1 A 6/4/18 118 1 T14205024 B7 6/4/18 2 14205008 1 Al 6/4/18 119 1 T14205025 1 C 6/4/181 3 14205009 1 A2 6/4/18 120 1 T14205026 1 C1 6/4/18 4 14205010 1 A3 6/4/18 121 1 T14205027 1 C2 6/4/18 5 14205011 A4 6/4/18 122 1 T14205028 1 C3 6/4/18 6 ; 14205012 1 A5 6/4/18 123 1 T14205029 1 C4 6/4/18 7 TJ 14205013 1 A6 6/4/18 124 1 T14205030 1 C5 6/4/18 8 1 T14205014 1 A7 6/4/18 125 1 T14205031 C6 6/4/18 9 14205015 A8 6/4/18 26 1 T14205032 1 C7 6/4/18 10 1 TJ 14205016 1 A9 6/4/18 127 1 T14205033 I C8 6/4/18 11 I T14205017 1 B 6/4/18 128 1 T14205034 1 C9 6/4/18 12 142050181131 6/4/18 129 1 T14205035 D 6/4/18 13 1 T14205019 1 E12 6/4/18 130 1 T14205036 D1 6/4/18 14 T14205020 1 B3 6/4/18 131 IT142050371E 6/4/18 15 T14205021 I B4 6/4/18 132 1 T14205038 1 E1 6/4/18 16 T14205022 1135 6/4/18 133 1 T14205039 1 E2 6/4/18 17 T14205023 1 B6 6/4/18 134 1 T14205040 1 F 6/4/18 The truO drawing(s) referenced above have been prepared by MiTek Y USA, I It. under my direct supervision based on the parameters provide ' by Chambers Truss. Truss esign Engineer's Name: Finn, Walter My lice y se renewal date for the state of Florida is February 28, 2019. �. IMPOR ANT NOTE: The seal on these truss component designs is a certification that the a gineer named is licensed in the jurisdictions) identified and that the designs c mply with ANSI/TPI 1. These designs are based upon parameters shown (e.loads, supports, dimensions, shapes and design codes), which were ;: f given to MiI ek. Any project specific information included is for MiTek's customers file referer2e purpose only, and was not taken into account in the preparation of these desi I ns. MiTek has not independently verified the applicability of the design parameter, or the designs for any particular building. Before use, the building designer should ver` y applicability of design parameters and properly incorporate these designs into the ov rall building design per ANSI/TPI 1, Chapter 2. s ti STATE,;`OF, ;;, � . N NA Wafter P. Flnn;P.E No.22839r MITeIf USA.,'Ina FL.Cert'6634 }; + fi904Parke:Ea '13'1 d-da60iK3361Q, , _ Date: to n t , Ck) 3 June 4,2018 N Finn, Walter 1 of 2 SHOP DRAWING / SUBMITTAL REVIEW 'APPROVED APPROVEDAS NOTED REVISE AND RESUBMIT [:]REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORD TION OF HIS WORK WITH OTHER TRADES AND FULLC MP CE THCONTRAENTS By: Date:_ 2l♦1'.'L�L`r+ Architectonic�lnc. Fort Pierce, FL,34950 .. N 5 ,4 PrY c f r. -7c4na nenn o--A. n:-- i�cnn_�c EJ L. /J 1VV - V-PVJ L.JV11L 1 II JV / W JVV/J Site Information: C,'�stomer Info: GRANDE CONSTRUCTION Project Name: 3409 BENT PINE L �t/Block: Subdivision: A I dress: 3409 BENT PINE C y: PORT ST LUCIE State: FL o. Seal# I Truss Name Date No. Seal# Truss Name Date 35 T14205041 I Fi 6/4/18 178 1 T14205084 LD 6/4/18 9,0 1 T14205042 1 F3 6/4/18 179 IT142050851LE 6/4/18 13V JT14205043IF4 6/4/18 180 1 T14205086 1 LF 6/4/18 3 T14205044 1 F5 6/4/18 181 1 T14205087 1 MV2 6/4/18 3 ' T14205045 1 F6 6/4/18 182 1 T14205088 1 MV4 6/4/18 4 , T14205046 1 G R 1 6/4/18 183 1 T14205089 1 MV6 6/4/18 141 1 T14205047 1 GR2 6/4/18 184 1 T14205090 1 MV8 6/4/18 4 1 T14205048 1 GR3 6/4/18 185 1 T1 42050911 MV10 6/4/18 4 T14205049 1 GR4 6/4/18 186 1 T14205092 1 MV12 6/4/18 144, 1 T14205050 1 GR5 6/4/18 187 1 T14205093 1 PBA 6/4/18 4 T1 42050511 GR6 6/4/18 188 1 T14205094 1 PBB 6/4/18 4 T14205052 1 GR7 1 6/4/18 189 1 T14205095 1 PBC 1.6/4/18 _1 141, 1 T14205053 1 GR8 6/4/18 190 1 T14205096 1 PBD 6/4/118 4 1 T14205054 1 GRA 6/4/18 191 1 T14205097 PBE 6/4/18 4' 1 T14205055 1 GRB 6/4/18 192 1 T14205098 1 PBF 6/4/18 51 1 T14205056 1 GRC 6/4/18 193 1 T14205099 PBG 6/4/18 51 1 T14205057 1 GRD 6/4/18 194 1 T14205100 I PBH 6/4/18 5 T14205058 1 GRE 6/4/18 195 1 T14205101 PBJ 6/4/18 5 T14205059 1 GRF 6/4/18 196 1 T14205102 1 PBK 6/4/18 5 T14205060 1 GRL 6/4/18 197 1 T14205103 1 PBL 6/4/18 1561 IT14205061IJ2 6/4/18 198 1 T14205104 PBM 6/4/18 1501 IT14205062IJ3 6/4/18 199 1 T14205105 PBN 6/4/18 5 IT14205063IJ4 6/4/18 1100 1 T14205106 PBO 6/4/18 5 1 1 1 IT14205074IL3 IT14205075IL4 IT14205076IL5 IT14205077IL6 IT14205078IL7 IT14205079IL8 IT142050821LB IT14205083ILC IT14205064IJ5 IT14205065IJ7 IT14205066IJ7A IT142050671JU T14205068 IT142050691KJ5 IT142050701KJ7 4205071 T14205072 080 1 JU5 L Li L2 L9 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 6/4/18 2of2 5 6 1611 6 1611 6 6 66�Tl 67T14205073 16811 1691 17011 71 17211 1731 74 75RI=T142050811LA 1761 77 Model: Job Truss Truss Type r Qty Ply 3409 Bent Pine / Q56675 ' T14205007 75196 A HIP 1 1 Job Reference (optional) runs, Inc., FOR Fierce, t-L o.Iav a Mal 1 1 cv Io 1- 1 en nwuouiea, 11— 1-11 uui, v rave i ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-35vR5VnIZSBU5jxhDpbW 6vOJor9s38LD3eCgjpz9h19 4-9-4 9-0-0 1 12-4-0 19-10.8 27-5-0 34-3-15 41-1-1 48-0-0 4p-0 0 4-9-4 4-2-12 3-4-0 7-6-8 7-6-8 6-10-15 6-9-3 6-10.15 0- Scale = 1:85.0 5x6 = 6x8 = 3x4 I I 3x10 = 3x6 = 3x4 1I 3x5 = 3x6 = 3x8 = 4x5 5x6i — .00 12 4 5 6 31 32 7 8 9 33 1034 11 12 13 14' 3x4 ��0 3 m m 30 Z' 0 v m21 3 21 22 Iqo 7x8 = 6x8 = 2625 24 3x4 II 20 19 18 17 16 15 4x5 3x5 = 3x4 I 3x4 I1 3x6 = 3x4 I 4x8 = 6x8 = 7x8 = 3x6,11 l �I 9-0-0 98 12-4-0 19-10.8 27-5-0 34-3-15 41-1-1 48-0.0 4 -0 9-0-0 0-8- 2-8-0 7-6-8 7.6-8 6-10-15 6-93 _1 _15 0- Plate Offse X Y -- 4:0-3-0;0-2-0 , 5:0-3-8,0-3-0 , 13:0-3-0,0-2-0 , 21:0-2-4,0-2-12 , 23:0-2-0 Edge], 25:0-3-8,0-3-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.31 21-22 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.58 21-22 >798 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 15 n/a n/a BCDL I .0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.23 21-22 >999 240 Weight: 292lb FT=20% LUMBER- BRACING- I TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, BOT CHOR 2x4 SP M 30 `Except' except end verticals. 6-24,9-20: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-21, 12-16 2 Rows at 1/3 pts 7-23 REACTION (lb/size) 25=2274/0-8-0, 15=1342/Mechanical Max Horz 25=152(LC 12) Max Uplift 25= 998(LC 12), 15=-389(LC 12) Max Grav 25=2274(LC 1), 15=1393(LC 22) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-571/438, 3-4=-'872/774, 4-5=-755/681, 5-6=-686/110, 6-7=-660/71, 7-9— 3688/1360, 9-10=-3635/1343, 10-12— 2769/1143, 12-13= 323/177, 13-14— 336/145, 14-15=-1392/617 BOT CHOR 2-26=-313/529, 25-26— 681/1006, 23-24=-191/286, 6-23=-287/123, 22-23=-645/2720, 21-22=-645/2720, 9-21=-386/303, 17-18=-864/1952, 16-17=-864/1952 WEBS 3-26=-408/591, 23-25— 659/771, 5-23=-173/1376, 7-23= 2619/1437, 7-22=0/350, 7-21=-757/1187, 18-21 =-1 048/2587,10-21=-214/953, 10-18— 802/376, 12-18=-321/991, 12-17=0/271,12-16— 1964/863,14-16=-624/1326,5-25= 1368/793 NOTES 1) Unto anc roof live loads have been considered for this design. 2) Wind, AS E 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft L=49ft eave=6ft Cat.,,,, II; Exp B; nci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-7-5, Interior(1) 4-7-5 to 9-0-0, Exterior(2) 9-0-0 to 48-10-4 z e; cantilever left exposed ;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip 0 DOL=1.6 3) Provide a quate drainage to prevent water ponding. 4) This truss tas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trus 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 bet en the bottom chord and any other members. 6) Refer to gi er(s) for truss to truss connections. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=998, 1 y5L389. Walter P. Finn PE No.22839 I MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1.7473 rev. f0/03/2015 BEFORE USE. Design valid r use only with MI1ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a trim syste Before use, the building designer must verify the applicab0lty of design parameters and properly Incorporate this design Into the overall building desi n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Miter" Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s racg218 trusses go, deliiverllable erection andof UM11 Quu By CnTerla, DSO-89 and SCSI Building Component systems, eANMexa �rla� 6904 Parke EastBlvd.Nd. Safety Info afrom Truss PlateInstitute, Lee Street. Suite 24 Job Truss Truss Type 4 Qty Ply 3409 Bent Pine / Q56675 T14205008 75196 At Hip 1 1 Job Reference o [tonal Chambers russ, inc., FOR tierce, rL 8.130 s Mar i 1 20Io Ivu I en inuusrneb, Inc. rvion Jun 4 I0:4 " r 4" I O rage I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-XHTpiroNKmJLjsW unW6lf7YPcFTHoddMHlxEFFz9h18 5.9-4 11-0-0 112-4 197--608 7..65.8 3-2 7--5 39-9.11 46-0-0 49-0-0 2 5-9-4 5-2-12 -0 7 650- -2-5 6-2-5 3-0-0 Scale =1:84.9 5x6 = Sx6 = 3x4 II 3x6 11 3x6 = 45 = 3x5 = 3x6 = 3x5 = 5x6 = 6.00 FIT 4 5 6 31 32 337 8 9 34 10 35 11 3612 13 4x5 14 3x4 11 3 m 2930 o CO v 7 m 21 v CM O gigm 2 20 Io d 6x8 = 21 6x8 = 25 37 24 383 4x12 = 19 18 17 39 16 15 4x5 — 3x4 11 6x8 = 3x4 II 3x4 = 6x8 _ 3x6 _ 4x8 = 3x6 11 12.4-0 5-9-4 9-6-0 1-0- 19-10-8 27-5-0 36-a-8 46-0-0 49-0-0 5 9-4 3-10 12 1.4-0 1.4.0 7-6 B 7-6 8 9.3.6 9-3-8 3-0-0 Plate Offset (X,Y) - [5:0-3-072-01, [13:0-3-0,0-2-01, [18:0-2-12,0-2-41, f20:O-6-4,04-41, [22:0-5-12,0-4-41 LOADING (I f) SPACING- 2-0-0 CSI. DEFL. in (I oc) Well L/d PLATES GRIP TCLL 2-.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.22 20-21 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.46 18-19 >999 240 BCLL -.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.13 15 n/a n/a BCDL 1 .0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.5725-28 >216 120 Weight: 299lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins, BOT CHOR 2x4 SP M 30 *Except' except end verticals. 6-23,9-19: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-21, 9-21, 18-20, 12-16 REACTION (lb/size) 24=2290/0-8-0, 15=1326/Mechanical Max Horz 24=152(LC 12) Max Uplift 24=-1012(LC 12), 15=-382(LC 12) Max Grav 24=2290(LC 1), 15=1380(LC 22) FORCES. ( ) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORE 2-3=-864/678, 34=-843/761, 4-5= 438/479, 5-6=-574/212, 6-7=-2046/549, 7-9= 2046/549, 9-10= 2883/1128, 10-12= 2039/921, 12-13= 712/412, 13-14= 819/407, 14-15— 1381/677 BOT CHORE 2-25=-574/886, 24-25=-574/886, 22-23=-234/376, 6-22=-1511/1038, 21-22= 190/660, 20-21= 105012922, 9-20=-60/310, 16-18=-776/1729 WEBS 22-24= 4771721, 5-22= 330/1389, 6-21 =-1 223/2194, 7-21= 429/355, 9-21— 11131689, 18-20= 937/2247, 10-20— 64/578, 10-18=-758/319, 12-18= 117/651, 12-16= 1381/620, 14-16=-536/1197,4-24= 756/1085,5-24=-1164/17 NOTES- 1) Unbalance 4 roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124tnph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. 11; Exp B; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-9-14, Interior(1) 4-9-14 to 11-0-0, Extedor(2) 11-0-0 to 4 -10zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 late grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) This truss 6s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trusshas 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 betwi en the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gir er(s) for truss to truss connections. 7) Provide ImE 6hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24=1012, 1 =382. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 4,2018 ® WARNING - redly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10103=15 BEFORE USE Design valid f r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system fore use, the building designer must verify the appllcabelty of design parameters and properly Incorporate this design Into the overall building desl A. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mir ilk* Is always reqL I ad for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, si rage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Aual/fyCrBeda, DSB-89 and BCSI Buflding Component 6904 Parke East Blvd. Safety Inform Bonavailable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type k. • Qty Ply 3409 Bent Pine / Q56675 T14205009 75196 A2 Hip 1 1 Job Reference (optional) L:namoers truss, Inc., rorr rlerce, rL 4x5 = I LOADING TCLL TCDL BCLL BCDL LUMBER - TOP ,CHO BOT CHO WEBS FORCES. TOP CHO BOT C WEBS O. 1 OV b IvIGI I I Gu 10 Ivll I tiK II IUUOLI lub, II IU. IVIUI I JulI Y IV-- — 10 rdG j. 1 JKu3t7xhuW EDQzB01a-UgaajXpesNZ3yAgGvx9DkYeod2DzGYuflcQKK7z9h16 is 38•5•1 44-0-0_ _L 49-0-0 5 SS3 5.6-15 Lale.0 =1:84.9 4x5 = 5x6 = 3x4 II 3x4 11 3x6 = 3x8 = 3x4 I I 5x8 = 5 6 29 30 6.00 12 7 8 g ` 10 31 82 11 12 4x5 i 3 3x4 28 >454 00 3 S2 r? ID a 20 a 0 I q 21 24 2333 34 4x10 = 35 19 18 36 17 16 37 15 14 6x8 = 3x4 11 3x4 11 6x8 = 3x6 = 3x5 = 3x6 11 6x8 = 6x8 = 4x8 = I� 12-4-0 9.8-0 1 0 - 20-2-8 27•SO 32-11.15 36-5-1 4449-0-0 9-8-0 424 2-4-0 7.10-6 7.2-B S6.15 SS3 5.6-15 SO.O Y)-- [6:0-3-0 0-2-0] [12:0-6-0 0-2-8] [18:0-3-8 0-3-0] [20:0-6-4 0-4-0] [22:0-2-4 0-2-8] I SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.15 20-21 >999 360 MT20 2441190 I Lumber DOL 1.25 BC 0.48 Vert(CT) =0.30 20-21 >999 240 I Rep Stress Incr YES WB 0.81 Horz(CT) 0.10 14 n/a n/a Code FBC20171TP12014 Matrix -MS Wind(LL) 0.12 20-21 >999 240 Weight: 319lb FT=20% BRACING- 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc puffins, 2x4 SP M 30 *Except` except end verticals. 5-23,8-19: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2x4 SP No.3 WEBS 1 Row at midpt 6-21, 8-21, 10-16 (lb/size) 24=2274/0-8-0, 14=1342/Mechanical Max Harz 24=152(LC 12) Max Uplift 24= 998(LC 12), 14=-389(LC 12) Max Grav 24=2274(LC 1), 14=1389(LC 22) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3= 619/473, 3-4=-894/814, 4-5=-517/128, 5-6=-492/126, 6-7=-1768/640, 7-8= 1768/640, 8-10=-2397/1070, 10-11— 1624/887, 11-12= 1624/887, 12-13=-1098/579, 13-14= 1345/731 2-24=-347/590, 21-22=-63/421, 20-21=-920/2415, 8-20=-62/290, 16-18- 816/1965, 15-16= 425/917 3-24= 383/500, 4-24=-1632/832, 22-24=-677/843, 4-22=-582/1263, 6-22=-1375/1078, 6-21= 1022/1778, 7-21=-430/376, 8-21=-880/548, 18-20=-793/1927, 10-20= 135/608, 10-18=-295/205, 10-16— 535/144, 11-16=-324/284, 12-16=-469/1092, 12-15= 640/381, 13-15=-542/1185 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft B=45ft; L=49ft; eave=6ft Cat. II; Exp B; E ' cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-1-5, Interior(1) 5-1-5 to 13-0-0, Exterior(2) 13-0-0 to 48-10-4 one; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip L=1.60 ' 3) Provide ad uate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss �ias 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 betw en the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to giri er(s) for truss to truss connections. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 24=998, 14 389. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1=12015 BEFORE USE. Design valid f r use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system building desl fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the ovDoerall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing q� MiTeW , is always req . prevent ed for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSUMII GualflyCritedd, DSB•69 and SCSI Building Component 6904 Parke Easl Blvd. Safety Inform Iffenovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205010 75196 A3 Hip 1 1 Job Reference (optional) c:namoers Fuss, Inc., 5-4-7 rOn Pierce, I-L 8.130 s Mar 11 2018 MI I eK Industries, Inc. Mon Jun 4 10:47:05 2018 Page 1 I D:9t?aHXT6D UKu3t7xhuW EDQzB01a-Q3i KBCruO_pnCUpfOM Bhpzj50swRkRGyCw4ROOz9hl4 10-2-7 13-5-4 5-0- 21-2-8 27.5-0 34-8-8 42-0-0 49-0-0 4-9-15 3-2-14 6-1 6-2-8 6-2-8 7-3-8 7-3-8 7-0.0 Scale=1:86.5 3x4 11 5x6 = 6.00 12 3x5 = 3x6 = 3x5 = 5x8 = 3x4 II 7 29 30 8 31 9 10 32 3311 34 12 35 4x5 i 6 3x4 5 3x6 13 28 CO 4 Z4x6 O 3 27 Cl) v a 21 1 19 Io 20 23 22 36 37 3x5 = 38 18 17 16 39 15 14 6x8 = 3x4 11 3x4 I I 5x8 = 3X' 3x5 = 3x6 I I 4x5 9-8-12 1 713-5-4 5 0- 21-2-8 27-5-0 34-8-8 42-0-0 49-0-0 9-8.12 0- - 03-2-14 -6-1 6-2-8 6-2-8 7-3.8 7-3-8 7-0-0. Plate Offsets X,Y -- 7:0-3-0 0-2-01, 12:0-6-0,0-2-81,[19:0-2-4,0-2-121,[21:0-2-8,0-2-8] LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.12 15-17 >999 360 MT20 244/190 TCDL 7 0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.2317-18 >999 240 BCLL 0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 14 n/a n/a BCDL 10 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 9 >999 240 Weight: 320lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins, BOT CHORD 2x4 SP M 30 -Except- except end verticals. 6-22,9-18: 2x4 SP No.3 BOT CHORD , Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-21, 7-20 REACTIONS (lb/size) 23=2286/0-11-5, 14=1330/Mechanical Max Harz 23=-165(LC 10) Max Uplift 23=-1008(LC 12), 14=-384(LC 12) Max Grav 23=2286(LC 1), 14=1372(LC 22) FORCES. (I - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-636/485, 3-5=-911/832, 5-6=-435/99, 6-7=-428/124, 7-8=-1520/638, 8-9= 1924/930, 9-11= 1917/928, 11-12— 1628/894, 12-13- 1261/651, 13-14=-1309/724 BOT CHORD 2-23=-356/605, 20-21= 111/622, 19-20= 434/1520, 9-19= 352/273, 15-17=-459/1047 WEBS 3-23=-390/500, 5-23=-1732/996, 21-23=-653/829, 5-21— 708/1347, 8-20— 820/630, 8-19= 428/640, 17-19=-666/1528, 11-19=-44/381, 11-17= 675/382, 12-17=-336/842, 12-15= 453/303, 13-15= 505/1187, 7-21=-1191/938, 7-20— 801/1363 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 6=45ft; L=49ft; eave=6ft; Cat. II; Exp B; E cl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-9-14, Interior(1) 4-9-14 to 15-0-0, Exterior(2) 15-0-0 to 4 10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 ate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss h s 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 betwJggn the bottom chord and any other members, with BCDL = IO.Opsf. 6) Refer to gird r(s) for truss to truss connections. 7) Provide me � anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 23=1008, 1 ,384. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valld f use only with MITek& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a irrrss system. fore use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building deslg Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �6 MiT e W Is always requl d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sicfppge, Safety InfoRngjbmvailable delivery, erection and bracing of trusses and truss systems, seeANS II Guallty CiBefb, DSB-89 and BCS1 Bulldfng Component from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type f Qty Ply 3409 Bent Pine / Q56675 T74205011 75196 I A4 Hip 1 1 Job Reference (optional) Chambers Truss. Inc.. Fort Pierce. FI 8.130 s Mar 112018 MiTek Industries. Inc. Mon Jun 4 10:47:06 2018 Paae 1 I D:9t?aHXT6DUKu3t7xhuW EDQzB01a-uFGi LYsW 9lxepeOra4iwMAFJmGE3Tyc5Raf-xSz9h13 6-4.7 12-2-7 17-0-0 24-8-9 32.3-7 40-0-0 44-4-4 49-0-0 0- - 6-4-7 5-9-15 4-9-10 7-8-9 7-6-13 7-8-9 4-4-4 4-7-12 Scale = 1:84.9 3x8 = 5x8 = 3x4 11 3x6 = 6.00 12 5x6 = 6 287 8 9 29 10 30 4x5 3x5 5 11 3x6 i 3x4 11 27 31 3x5 4 12 0 3 26 v m21 a1 v Qg 22 21 20 19 32 18 17 33 16 15 34 14 35 36 13 3x4 11 6x8 = 3x6 = 4x5 = 4x8 = 3x4 I1 31 3x8 = 6x8 = 4x5 b 3x6 = V 6-4-7 11-8-12 1 -7 17-0-0 24-8-9 32-3-7 40-0-0 49.0.0 6-4-7 5-4.5 0- - 0 4-9-10 7-8-9 7-6-13 7-8-9 9-0-0 Plate Offsets X Y - 6:0-6-0 0-2-5 , 10:0-3-0,0-2-0 , 21:0-3-8,0-3-0 LOADING( f) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 21�0 0 Plate Grip DOL 1.25 TC 0.47 Vert(ILL) -0.19 13-14 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.34 13-14 >999 240 BCLL 0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.04 13 n/a n1a BCDL 1 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.06 16-17 >999 240 Weight:311 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORDI 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS (lb/size) 21=2411/0-11-5, 13=1206/Mechanical Max Horz 21=-194(LC 10) Max Uplift 21= 1118(LC 12), 13— 328(LC 12) Max Grav 21=2411(LC 1), 13=1391(LC 18) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-564/501, 3-5_ 1163/1037, 5-6= 513/108, 6-7= 1205/452, 7-9=-12051452, 9-10— 1127/601, 10-11= 1286/625 BOT CHORD 2-22=-371/588, 21-22=-371/588, 19-21=-870/1131, 17-19� 51/432, 16-17=-426/1448, 14-16= 426/1448, 13-14=-344/825 WEBS 3-22= 355/272, 3-21=-570/812, 5-21=-2039/1498, 5-19=-1157/1631, 6-19=-1131/960, 6-17= 798/1253, 7-17= 439/376, 9-17=-457/351, 9-16=0/381, 9-14=-542/112, 10-14=-17/294, 11-14= 66/501, 11-13= 1380/590 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at mldpt 5-21, 5-19, 6-19, 6-17, 7-17, 9-17, 9-14, 11-13 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L�l9ft; eave=6ft; Cat. 11; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-9-14, Interior(1) 4-9-14 to 17-0-0, Exterior(2) 17-0-0 to 4 11-2, Interior(1) 46-11-2 to 48-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for / reactions s wn; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss In s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss Iias 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 betw in the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gir r(s) for truss to truss connections. 7) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=1118, 1 328. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING- Wily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11,1II-7473 rev. 10103,2015 BEFORE USE. Design valld f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. fore use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bullclingdesigh Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addlltonal temporary and permanent bracing MOW Is always reclul d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sicge, delivery, erection and bracing of trusses and truss systems, seeAMUWIi QualityCdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnfoiat navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type ' city Ply 3409 Bent Pine / Q56675 T14205012 75196 A5 Hip 1 1 Job Reference (optional) cnamDers 1juss, mc., ron coerce, rL 0. IOU s IVIar 1 I eU 10 Ivu I eK uwusules, mc. IVIon dun 'k I V:'4/:Vo ZV 10 r-aye I 1 D:9t?aHXT6DUKu3t7xhuW EDQzB01a-geOTmEtmhvBM3xYEhVkORbLhQ3xmxlaOuu85?Lz9hl1 I 6-0-5 0- -2 5-5-13 5-5-13 -0 2.4-9 31-7-7 36840-90 `453--4444 I 001 6.0.5 2-0 6-2-13 49.0.0 I 5-7-12 4x5 5x6 = 3x5 = 6.00 12 3x4 I I 7 829 6 FTIF 3x5 i 3X6 5 28 3x4 \\ 4 3 27 23 35 3622 21 37 20 19 3x5 = 3x6 = 6x8 = 3x6 = 4x5 = J 19-0-0 3x4 I I 3X6 = 5x8 = 9 103130 32 11 Scale = 1:84.9 3x5 ZZ- 12 33 34 4x5 13 m 0 m m d v 38 18 3917 16 40 15 3x8 = 3x6 = 3x5 = 3x5 = 14 3x4 I I 14 LOADING ( If) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.13 19-21 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.21 19-21 >999 240 BCLL 0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.01 14 n/a n/a BCDL 1 0 Code FBC2017ITP12014 Matrix -MS Wind(LL) -0.06 19-21 >999 240 Weight: 333lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-21, 7-19, 8-19, 8-18, 10-18, 11-18, 12-16 7-21 REACTIONS (lb/size) 21=2774/0-8-0, 14=842/Mechanical Max Horz 21= 223(LC 10) Max Uplift 21= 1425(LC 12), 14=-149(LC 12) Max Grav 21=2785(LC 20), 14=1025(LC 24) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 638/523, 3-5=-733/757, 5-6=-1569/1435, 6-7=-1451/1379, 7-8= 440/98, 8-10=-750/148, 10-11= 750/148, 11-12— 906/247, 12-13=-839/225, 13-14= 978/304 BOT CHORD 2-23=-389/635, 21-23=-828/1252, 19-21=-830/1250, 18-19= 98/685, 16-18= 63/760, 15-16=-1131709 WEBS 3-23=-341/389, 5-23=-814/498, 5-21=-575/772, 6-21=-260/335, 7-19=-1018/1464, 8-19=-1021/921. 8-18— 709/783, 10-18= 362/320, 11-18= 219/423, 11-16— 1781257, 12-16= 68/276, 12-15— 387/111, 13-15= 124/867, 7-21= 1996/1692 NOTES- 1.) Unbalance roof live loads have been considered for this design. 2) Wind: ASC. 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B�t5ft; L=49ft; eave=6ft; Cat. II; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-9-14, Interior(1) 4-9-14 to 19-0-0, Exterior(2) 19-0-0 to 4 11-2, Interior(1) 44-11-2 to 48-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions s wn; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad I. drainage to prevent water ponding. 4) This truss h s 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 lbetwE n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gir r(s) for truss to truss connections. 7) Provide me • anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=1425, 1, �149. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June'4,2018 Q WARNING - N/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a buss systemfid ore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building deslg&acing indicated Is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing pA r Mi 8ek- , Is always requ for stabilityand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, ste, delivery, erection and bracing of trusses and truss systems, seeANSW11 GualByCrffedd, DSO-89 and BCS1 BGgding Component 6904 Parke East BNd. Safety informnovallable from Truss Plate Institute. 218 IV. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type av Qty Ply 3409 Bent Pine / Q56675 T14205013 75196 A6 PIGGYBACK BASE 3 1 Job Reference (optional) Cnarnuers r uss, inc., ron rierce, rL S.i30 s Mar r t,zulrs mu r ek industries, inc. Mon Jun 4 1U:4i:i0 20i6 rage i ID:9t?aHXT6DUKu3t7xhuW EDQzBDla-nOVDBwv1 DXS3lFicpvnsW OQ1 Dtb3PhAhMCdC4Dz9hl? 6-0-6 11-6-3 17-0-0 19-4-0 21-0-0 28-6-0 -..36-0-0 3 -8 0 42-8-4 49-0-0 0-6-2 6-0-5 5-5-13 5-5-13 2.4-0. 1.6-0 7-6-0 7-6-0 & 6-0-4 6-3.12 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY scale-1:86.5 PURLINS AT 2-0-0 Oqz6I AX. it TYPICAL. 3x4 LI 5x6 =3x4 6.00 F12 3x4 II 8 930 31 32 33 10 11 4x5 i 7 6 3x5 3x5 3x6 i 29 12 34 5 <\\ 4x5 13 28 m v v m21 0 � 0 1ZL IT 0 18 24 23 35 36 22 21 37 38 19 39 16 40 15 14 3x5 = 3x6 = 3x6 = 4x5 6x8 = 3x4 11 4x8 — 3x4 4x8 = 3x4 1 I 6x8 = 19-4.0 8-9-4 16-8-0 17 •0 26.6-0 36-B-0 42•114 49.0-0 8-9-4 7.10-12 0-4 0 2.4-0 9.2.0 B-2-0 6-3-12 Plate Offsets X,Y -- 8:0-3-0,0-2-0 , 10:0-3-0,0-2-0 , 17:0-2-8,0-2-12 , 20:0-2-4,0-2-4 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 21,10 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.22 18-20 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.38 18-20 >999 240 BCLL 110 Rep Stress Incr YES WB 0.84 Horz(CT) 0.03 14 n/a rita BCDL 100 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.04 17-18 >999 240 Weight: 358lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc puriins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 7-21,11-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at midpt 7-20, 11-17 WEBS 1 Row at midpt -6-22, 8-20, 8-18, 9-18, 10-18, 12-17 REACTIONS (lb/size) 14=842/Mechanical, 22=2774/0-8-0 Max Horz 22=-252(LC 10) Max Uplift 14=-149(LC 12), 22=-1425(LC 12) Max Grav 14=1014(LC 22), 22=2774(LC 1) FORCES. (Ii Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-644/523, 3-5=-739/757, 5-6=-1557/1437, 6-7=-1205/1001, 7-8=-1193/1041, S-9— 612/117, 9-10=-612/117, 10-11= 843/290, 11-12=-931/229, 12-13= 851/226, 13-14= 960/304 BOT CHORD 2-24=-389/640, 22-24=-827/1248, 18-20— 588/1089, 17-18= 41/735, 11-17=-155/260 WEBS 3-24=-336/389, 5-24=-794/506, 5-22=-583/739, 6-22=-1693/1060, 20-22=-1265/1702, 6-20= 727/,1305, 8-20= 1729/1573, 8-18=-984/1287, 9-18= 465/397, 10-18=-427/557, 10-17=-440/475, 15-17— 1011727, 12-17=-64/273, 12-15= 449/121, 13-15=-103/827 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ABC 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft eave=6ft; Cat. II; Exp B; E ci., G6pi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-9-14, Interior(1) 4-9-14 to 21-0-0, Exterior(2) 21-0-0 to 4 8-4, Interior(1) 42-8-4 to 48-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions s wn- Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adt uate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss as 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 betw n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gir er(s) for truss to truss connections. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=149, 22 1425. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - edfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE Design valid f use only wllh MITek@) connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. fore rue, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ,building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANS&VIi QualifyCriterlb, DSB-89 and BCV Building Component 6904 Parke East Blvd. safetyMlolm ndvailable, from Truss Plate Institute- 218 N. Lee Street. Suite 312, Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205014 75196 A7 Piggyback Base 1 1 Job Reference (optional) Urlarituers rrrc., run rierce, rL c.iou s iviar i i zuio rv{I I eK maustnes, mc. Ivion uun 4 lu:4i:lZ zult5 rage 1 ID:9t?aHXT6DU Ku3t7xhuW EDQzB01a-j PdzccwHl8inXZs?wKpKbRVN9gGRtb9_pW 6J76z9hHz 6.0.5 11-6.3 17-0-0 19-4-0 1-0- 28-6-0 36-0-0 3 - 0 42-0-0 47-4-0 B-9- 0- -2 6-0-5 5-5-13 5-5-13 2-4-0 1-8-0 7-6-0 7-6-0 0-8-0 5-4-0-5- 6.00 12' 2 4x5 = 3x4 11 Sx6 = 3x4 II 3x6 = 7 8 933 34 35 10 11 46 = 4x6 = 4x10 = 36 = 5x6 = 36 12 1314 25 24 `'r 38 23 22 39 20 40 4x8 41 17 16 42 15 4x5 __ = 3x5 = 3x6 = &B =3x4 II 3x6 3x4 II 4x8 = 4x5 = = 6x8 19-4-0 6-9-0 7 . I 42.00 47-0-4-0-0 8 85-00A28-2-0 587.6tI- 1-5-7 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 2 0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.23 19-21 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.39 19-21 '>979 240 BCLL 0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.03 30 n/a n/a BCDL 1 0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.05 18-19 >999 240 LUMBER - TOP CHORD BOT CHORD WEBS OTHERS REACTIONS. FORCES. (I TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalance( 2) Wind: ASC 11; Exp B; E 21-0-0 to 4f DOL=1.601 3) Provide ad( 4) This truss r 5) * This truss will fit betwt 6) Bearing at j capacity -of 7) Provide me 23=1374,3 BRACING- 2x4 SP M 30 TOP CHORD 2x4 SP M 30 *Except* 7-22,11-17: 2x4 SP No.3 BOT CHORD 2x4 SP No.3 *Except* 11-19,14-15: 2x4 SP M 30 WEBS 2x6 SP No.2 (lb/size) 23=2768/0-8-0, 30=793/0-3-8 Max Horz 23=376(LC 12) Max Uplift 23=-1374(LC 12), 30=-278(LC 9) Max Grav 23=2768(LC 1), 30=1017(LC 24) I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-644/523, 3-5=-739/757, 5-6=-155711437, 6-7=-1192/973, 7-8=-118011012, 8-9=-619/177, 9-11=-619/177, 11-12=-760/228, 12-13=-498/153, 15-26= 304/835, 14-26=-302/831 2-25=-389/640, 23-25= 827/1247, 19-21=-547/767, 18-19— 225/770 3-25=-336/389, 5-25=-794/506, 5-23= 583l738, 6-23= 1713/1114, 21-23=-1264/1350, 6-21= 766/1313, 9-19=-472/404, 11-19=-444/439, 16-18=-131/558, 12-18=-155/529, 12-16=-725/286, 13-16=-242/841, 13-15=-759/316, 8-21 =-1 722/1463, 8-19=-855/1272, 14-30= 1020/324 Scale=1:98.0 PLATES GRIP MT20 244/190 Weight: 395 lb FT = 20% Structural wood sheathing directly applied or 5-9-15 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-21, 11-18 1 Row at midpt 6-23, 9-19, 11-19, 12-16, 13-15, 8-21, 8-19 roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft Cat. -I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 4-9-10, Interfor(1) 4-9-10 to 21-0-0, Exterfor(2) 2-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber ate grip DOL=1.60 late drainage to prevent water ponding. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 m the bottom chord and any other members, with BCDL=10.Opsf. int(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify arng surface. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Walter P. Finn PE No.22839 fdiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - rlly design parameters and READ NOTES ON THIS AND INCLUDED MD•EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ' � a truss system. efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig Bracing indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pA��• Mi lg ei, Isalwaysrequii d for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sT ge, delivery, erection and bracing of trusses and truss systems, seeAMSVW1I Qual9yCdladd, DSB-89 and BCSI BuOd/ngComponent 6904 Parke East Blvd. Safety Informs 11ancivallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 10 Qty Ply 3409 Bent Pine / Q56675 • T74205015 75196 A8 PIGGYBACK BASE 3 1 Job Reference (option L:namcers inc., . F-on fierce, F-L s.i3u s mar 11 zu15 Ml I eK inausmes, Inc. mon uun 4 1u:4/:1s zu1s rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-BbBMpxxvWSge9iRBU2KZ8f2ZW4exc2M72ArsfYz9hHy 6-0-5 11-6-3 17-0-0 19-4-0 21-0-Q 27-7.0 34-2-0 i 40-9-0 1 47-4-0 46-9-1 6-01 5-5-13 5-5-73 2-4-0 1-6-0 6-7-0 6-7-0 6-7-0 6-7-0 -5- Scale=1:98.0 4x6 = 4x6 = 3x8 = 4x10 = 5x6 = 3x4 13x6 = 3x4 11 6.00 12 3x4 II 5x6 = 7 8 9 32 33 34 i011 1235 1314 2 24 23 Jb 37 22 21 38 39 _ 40 18 41 _ 42 43 3x5 = 3x6 = 6x8 = 3x4 11 4x8 3x6 = 3x8 4x5 = 4x5 = 6x8 3x4 11 19-4-0 8-16-8-0 17 -0 27-7 0 ?4.2-0 40-90 48-9-7 8-9-4 7-10-12 0 8-3.0 6-7-0 6.7.0 8-0-7 LOADING (�f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 2 0 Plate Grip DOL 1.25 TC , 0.31 Vert(LL) -0.17 19-20 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.30 19-20 >999 240 BCLL 0 Rep Stress Incr YES WB 0.87 Horz(CT) -0.04 29 n/a n/a BCDL 1 0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.04 17-19 >999 240 LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 7-21: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 14-15: 2x4 SP M 30 WEBS OTHERS 2x6 SP No.2 REACTIONS (lb/size) 22=2768/0-8-0, 29=793/0-3-8 Max Horz 22=376(LC 12) Max Uplift 22=-1374(LC 12), 29=-278(LC 9) Max Grav 22=2768(LC 1), 29=1064(LC 24) FORCES. (I - Max Comp./Max.•Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-644/523, 3-5=-739/757, 5-6=-1557/1437, 6-7=-11911980, 7-8= 117411008, 8-9= 586/161, 9-10=-586/161, 10-12=-674/192, 12-13=-674/192, 15-25= 324/847, 14-25= 323/841 BOT CHORD 2-24=-389/640, 22-24— 827/1247, 19-20=-549/769, 17-19= 217/819, 16-17= 217/819 WEBS 3-24=-336/389,5-24=-794/506,5-22= 5831738,6-22=-1733/1115,20-22=-1273/1346, 6-20=-769/1333, 8-20=-1 716/1448, 8-19=-834/1283,9-19� 386/341,10-19=-572/483, 10-17=0/323,10-16=-255/56,12-16— 390/339,13-16=-254/933,13-15=-738/343, 14-29_ 1067/324 PLATES GRIP MT20 244/190 Weight: 380 lb FT = 20% Structural wood sheathing directly applied or 5-9-15 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-20 1 Row at midpt 6-22, 8-20, 8-19, 9-19, 10-19, 10-16, 12-16 . 13-15 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp B; El cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 4-9-10, Interior(1) 4-9-10 to 21-0-0, Exterior(2) 21-0-0 to 4 2-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 ate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss h s been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss as 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 betw n the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at 1 iint(s) 29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of Baring surface. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 22=1374, 2 p278. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 WARNING- edly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. -- Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system,�efore use, the building designer must verify the applicab➢ity of design parameters and properly Incorporate this design Into the overall deslg &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracingiY&� p� T g�building i�Pi'is always requld for stab(Ilty and to prevent collapse wllh possible personal inlury and property tlamage. For general guidance regarding thefabrication, stge, Safetylntorm delivery, erection and bracing of trusses and truss systems, seeANS&7PII QuaIIIyCdledq DSB-89 and SCSI Building Component �lorr available from Truss Plate Instttute, 218 N. Lee Street, Suite 312, Mexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r Qty Ply 3409 Bent Pine / Q56675 T14205016 75196 A9 Piggyback Base 1 1 Job Reference o tional unambers Inc., I -on Fierce, I-L 8.130 s mar 11 2u18 MI I eK Industries, Inc. Mon Jun 4 10:47:15 2018 Nage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-7_J6Edz9134MOOaacTM1 D47v?uJz4ypQVUKzkRZ9hHW 6-0-5 11-6-3 17-0-0 19-4-0 1-0- 27-10-12 34-9-8 40-5-8 46.1.7 48.9.7 0- -2 6-0-5 5-5-13 5-5-13 2-4-0 1-8-0 6.10.12 6-10-12 5-B-0 ' 5-8-0 0 m2 0 4x5 = 4x6 = 4x6 = 6x8 = 4x10 = Sx6 = 3x4 11 3x4 11 4x5 = 5x6 = 6.00 F12 11 12 35 36 qn iA 29 ?5 24 23 3r 38 22 2139 40 41 18 42 43 44 3xS = 3x6 — 3x4 11 4x8 = 3x6 = 3x4 11 3x8 = 4x5 = 64.l4- 6x8 = 6x8 = 19-4-0 8.9-0 16-8-0 17 27-10-12 34.9" 40-5.8 46.1.7 48-9-7 8-9d 7-10.12 0- 8.6-12 6-10-12 5-&0. 5-B-0 2•e-0 LOADING( f) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 2 1 0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.19 19-20 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.33 19-20 >999 240 BCLL 0 ' Rep Stress Incr YES WB 0.87 Horz(CT) -0.07 29 n/a n/a BCDL 1 �0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.04 17-19 >999 240 LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 -Except` 7-21: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 14-15: 2x4 SP M 30 WEBS OTHERS 2x6 SP No.2 REACTIONS (lb/size) 22=276810-8-0, 29=793/0-3-8 Max Harz 22=376(LC 12) Max Uplift 22= 1374(LC 12), 29=-254(LC 9) Max Grav 22=2768(LC 1), 29=1069(LC 24) FORCES. (II Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 644/523, 3-5=-739/757, 5-6=-1557/1437, 6-7=41911975, 7-8— 117311009, 8-9=-612/164, 9-10=-612/164, 10-17=0/289, 12-13=-650/188, 15-25=-257/948, 14-25=-256/943 BOT CHORD 2-24=-389/640, 22-24= 827/1247, 19-20— 550/778, 17-19— 215/814, 16-17— 214/809 WEBS 3-24=-336/389, 5-24=-794/506, 5-22=-583/738, 6-22=-1739/1083, 20-22= 1270/1360, 6-20=-771/1336, 8-20— 1715/1457, 8-19=-857/1295, 9-19=-434/358, 10-19_ 505/488, 10-12=-627/209, 10-16=-318/82, 12-16=-297/274, 13-16=-220/843, 13-15=-817/280, 14-29=-1072/300 Scale=1:102.8 T 0 v `6 19 PLATES GRIP MT20 2441190 Weight: 391 lb FT = 20% Structural wood sheathing directly applied or 5-9-15 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-20 1 Row at micipt 6-22, 8-20, 8-19, 9-19, 10-19, 10-16, 12-16 , 13-15 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft eave=6ft; Cat. 11; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-9-10, Interior(1) 4-9-10 to 21-0-0, Exterior(2) 21-0-0 to 3 9-13, Interior(1) 39-9-13 to 46-1-7 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions s �wn; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betw n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at j int(s) 29 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of aringsurface. 7) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 22=1374, 2 p254. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June.4,2018 ® WARNING - erity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03,2015 BEFORE USE. Design valld f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. efore use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building desig Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� �> * Is always requl d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iffle Safetyrntonni r}loth a➢livery, erection and bracing of abie from Truss Plate Institulle. 218 �N.. Lee Street. systems.es and truss to 312, Nexa�a, VA 2314.E®da, DSB�9 and SCSI BUQdlrtg Component 6904 Parke East Tampa, FL 3361 Blvd. Job Truss Truss Type 4 Qty Ply 3409 Bent Pine / Q56675 T14205017 75196 B Common 3 1 Job Reference (optional) Chambers I inc., rorl Pierce, FL 0.1eu 5 Mar 1 12018 wil l eK Indusuleb, Inc. Mon dun 4 10.47. 1l 40Io rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-3MQsfJ_QzgK4eKkyjuPVIVDEjhzBYvCjzop4pKz9hHu �uss, 44-0-2: 2-4-0 &I'll15-Ss 22-0-0 z8•s-11 3s1-s 4ra-0 44-0-0 22-4-0 6-G71 s-641 56-11 6-6.11 6-6-11 6-6-11 2.4.06 -2 5x6 = Scale=1:79.7 6.00 F12 7 3x4 28 29 3x4 6 8 4x5 i 3x6 i 4x5 3x6 4 5 9 10 3x4 11 3 27 30 3x4 II 11 CO 2 12c? 95 20 19 31 18 32 17 33 16 34 15 14 6xe — 3x4 = — 4x6 = 3x8 _ 4x6 = 3x4 = 6x8 _ 3x5 = — — 5= E�44-0-0 2-0-023 12-2-0 22.0.0 31-10-0 41-9-0 4 -0 2-0.00.4 9-10.0 9-10-0 9-10-0 9-10-0 0-4 02-0-0 Plate Offsets X,Y -- 14:0-3-8,0-3-0 , 20:0-3-8,0-3-0 LOADING (p f) SPACING-' 2-0-0 CS1. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.27 17-19 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.45 17-19 >999 240 BCLL 0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.09 14 n/a n/a BCDL 10 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.10 17-19 >999 240 Weight: 250 lb FT = 20% LUMBER- BRACING - TOP CHOR9 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-17, 8-17, 10-14, 6-17, 4-20 REACTIONS ((b/size) 14=1629/0-8-0, 20=1629/0-8-0 Max Holz 20=-315(LC 10) Max Uplift 14=-504(LC 12), 20= 568(LC 12) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4— 265/84, 4-6=-2108/1021, 6-7=-1593/913, 7-8= 1593/913, 8-10_ 2108/1022, 10-11=-264/126 BOT CHORD 19-20=-695/2032, 17-19=-586/1858, 15-17— 583/1683, 14-15=-692/1795 WEBS 7-17= 516/1080, 8-17= 621/394, 8-15_ 66/355, 10-14= 2002/969, 11-14— 355/405, 6-17=-621/394, 6-19=-66/355, 4-20=-2000/968, 3-20=-355/404 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp B; E cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 4-3-14, Interior(1) 4-3-14 to 22-0-0, Exterior(2) 22-0-0 to 2 4-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 late grip DOL=1.60 3) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss as 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 betwe n the bottom chord and any other members, with BCDL = IO.Opsf. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=504, 20 568. Welter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - er"y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03I2015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component not a truss system. efore use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiT ek7 Is always reclul d for stability and to prevent collapse with possible personal injury and property damage. For, general guidance regarding the fabrlcatlon, stc age, delivery, erection and bracing of trusses and truss systems, seeANSUIPI► CuallfyClsetdo, 6SB-89 and BCSI Bugd/ng Component 6904 Parke East Blvd. Safetylntonna /favdiable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type " Qty Ply 3409 Bent Pine / Q56675 T14205016 75196 B1 Hip 1 1 Job Reference (optional) unamoers ikuss, Inc., I -on Fierce, FL m21 o 3 29 22 6x8 = 3x6 i 4x4 - 5 4 6.00 F12 6 21 31 20 32 4x6 = 6.13U s mar 11 2U1 ti MI I eK maUStrleS, Inc. Mon Jun 4 1 U:41:2U 2u76 Fage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-Ux6?HLllsbifVnTXO0yCw7rlmv?olGf9fl2kPez9hHr 44-0-2 5x6 = 5x6 = 7 g 9 19 18 33 17 34 16 4x6 = Scale = 1:78.0 3x6 10 4x4 O 0 11 d 30 12 13LW 00 0 15 6x8 = 3x5 = E 44-0-0 Plate Offsets X,Y - :0-3-0,0-2-0 , 8:0-3-0,0-2-0 , 15:0-3-8,0-3-0 , 22:0-3-8,0-3-0 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.33 19-21 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.52 16-18 >903 ' 240 BCLL 0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.09 15 n/a n/a BCDL 1 0 Code FBC2017fTP12014 Matrix -MS Wind(LL) -0.15 19-21 >999 240 Weight: 260lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-22, 6-19, 9-18, 11-15 REACTIONS (lb/size) 22=1629/0-8-0, 15=1629/0-8-0 Max Horz 22=-301(LC 10) Max Uplift 22=-568(LC 12), 15= 504(LC 12) FORCES. (11 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-2104/1061, 6-7=-1606/984, 7-8=-1371/939, 8-9=-1606/984, 9-11=-2104/1062 BOT CHORD 21-22= 758/1999, 19-21=682/1861, 18-19— 415/1474, 16-18=-662/1674, 15-16=-737/1773 WEBS 3-22=-342/383, 4-22=-2028/1016, 6-21= 40/331, 6-19= 606/414, 7-19� 275/518, 8-18=-275/518, 9-18=-606/414, 9-16=-42/332, 11-15=-2030/1021, 12-15= 341/383 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-3-14, Interior(1) 4-3-14 to 21-0-0, Extedor(2) 21-0-0 to 2 0-0, Interior(1) 29-2-11 to 44-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions s �1wn; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) All plates a 3x4 MT20 unless otherwise indicated. 5) This truss h s been designed for a 10.0 psf bottom chord live load nonconburrent with any other live loads. 6) ` This truss as 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 betwE en the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide me Ihanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=568, 15:H504. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING- La deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid i se only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a truss system.fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building destgBracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing triavoilable p� r ,s iTeli Is always requi for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6 V fabrication, ste, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Cua►llyCrB®da, DSB-89 and BCS►BuMd V Component 6904 Parke East Blvd. Safety /ntanna from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205019 75196 B2 Hip 1 1 Job Reference (optional) unamoers ;fuss, Inc., I -on Pierce, I-L 1 5x8 6.00 12 3x4 5- = 7 306 3x6 4x4 O ` 5 4 a II 29 3 m21 0 22 21 33 20 19 6x8 = 3x4 = 4x6 = 3x4 = 3x5 8.13u s Mar 11 2018 MI I eK InaustrieS, Inc. Mon Jun 4 1 U:47:22 201 B Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-QKEli02YODyNk5dwW R_h?Yw52iiEDCFS63XrUXz9hHp 44-0-z -0 3a6.11 361-s 47-6-0 44-a0 0 s-sd 1 5-6-11 5-6-11 2-0-0 -2 5x6 = 8 34 18 17 3x8 = 4x6 = 3x4 9 31 35 16 3x4 = Scale =1:76.0 4x4 3x6 10 `O 11 d or 32 3x4 11 12 13� 0 1s 6x8 = 36 — a 44-0-0 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.21 19-21 >999 360 MT20 2441190 TCDL 0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.36 19-21 >999 240 BCLL 0 ' Rep Stress Incr YES WB 0.57 Horz(CT) 0.09 15 n/a ' n/a BCDL 1 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 19-21 >999 240 Weight: 263lb FT=20% LUMBER CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-3-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-22, 6-19, 7-18, 9-18, 11-15 REACTIONS (lb/size) 22=1629/0-8-0, 15=1629/0-8-0 Max Horz 22=-272(LC 10) Max Uplift 22=-568(LC 12), 15=-504(LC 12) Max Grav 22=1648(LC 17), 15=1643(LC 18) FORCES. (1 ) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-2159/1104, 6-7=-1780/1059, 7-8=-1548/1024, 8-9= 1768/1059, 9-11= 2149/1103 BOT CHORD 21-22= 790/1991, 19-21= 765/1948, 18-19=-548/1654, 16-18=-745/1733, 15-16=-769/1778 WEBS 3-22=-306/351, 4-22= 2103/1080, 6-19= 469/342, 7-19=-222/616, 8-18= 219/527, 9-18=-470/342, 11-15= 2095/1084, 12-15=-305/351 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-3-14, Interior(1) 4-3-14 to 19-0-0, Exterior(2) 19-0-0 to 2 0-0, Interior(1) 31-2-11 to 44-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions s own; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss as 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 betw n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 22=568, 15 504. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 699 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erity design parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE Design valid f use only with MITek6 connectors. This design Is based only upon parameters shown• and is for an Individual building component, not �" a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desig . 'Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always requl d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' fabrication, st SafetyIntonn''/onavallable age, delivery, erection and bracing of trusses and truss systems, seeANSVWII CaalByCdteft DSB.89 and BCSI Building Component from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job i Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205020 75196 B3 Hip 1 1 Job Reference (optional) (;nambers I cuss, Inc., I-ort Fierce, rL 28 3 i 1 "2 � 0 Sx6 = 6.00 F12 6 3x6 i 3x4 1;; 29 4 V 21 20 3x5 3x6 11 5x6 = LOADING (sf) SPACING- 2-0-0 TCLL 2 0 Plate Grip DOL 1.25 TCDL 0 Lumber DOL 1.25 BCLL f0 Rep Stress Incr YES BCDL 1 l0 Code FBC2017/TPI2014 LUMBER- 6.130 s mar 11 2018 MI I eK industries, Inc. Mon Jun 4 10:47:24 2018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-MjLW 7i4pwgC4_Pmids194z?PM W MBh?MlaNOxYQz9hHn 44-0-2 27-0-0 34-0-0 41-a-0 44-0.0 5-0-0 7-4-0 7-0-0 2-4-0 -2 Scale=1:76.0' 3x4 = Sx6 = 30 7 31 8 32 3x4 9 3x6 10 33 3x5 11 12, 19 18 34 35 17 16 15 14 3x6 = 3x8 = 3x8 = 3x6 = Sx6 = 3x6 11 36 = 44-0-0 CSI. TC 0.40 BC 0.59 W B 0.98 Matrix -MS DEFL. in (too) I/defl Ud PLATES GRIP Vert(LL) -0.3217-18 >999 360 MT20 244/190 Vert(CT) -0.5417-18 >881 240 Horz(CT) 0.06 14 n1a n/a Wind(LL) 0.0918-20 >999 240 Weight: 253lb FT=20% BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins. BOT CHORD I 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-11-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 7-18, 7-17, 9-17 REACTIONS (lb/size) 21=1629/0-8-0, 14=1629/0-8-0 Max Ho rz 21=-244(LC 10) Max Upli11121 t 21=-568(LC 12), 14=-504(LC 12) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5= 2106/1102, 5-6=-1850/1079, 6-7= 1680/1063, 7-8=-1580/1063, 8-9— 1850/1079, 9-11= 2106/1101 BOT CHORD 20-21= 198/349, 18-20=-862/1928, 17-18=-675/1681, 15-17=-842/1808 WEBS 3-21=-1487/986, 3-20= 933/1734, 5-18= 324/279, 6-18= 220/528, 7-18— 295/179, 7-17=-295/179, 8-17=-220/528, 9-17=-324/278, 11-15= 937/1734, 11-14=-1487/986 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp B; cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 4-3-14, Interior(1) 4-3-14 to 17-0-0, Extedor(2) 17-0-0 to 3 -2-11, Interior(1) 33-2-11 to 44-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions s own; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss las 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 betwe en the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=568, 14tt504. Walter P. Finn PE No.12839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - eriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design vaild f use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiT eW Is always requl d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st Safety In►bim age, delivery, erection and bracing of trusses and truss systems, seeANSWII Qua/ByCtBeda, DSB-89 and BCSI Bugding Component }lonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type • ' Qty Ply 3409 Bent Pine / 056675 T14205021 75196 B4 Hip 1 1 Job Reference (optional) Gnambers Ilruss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. Mon Jun 4 10:47:27 2018 Pagel ID:9t?aHXT6DUKu3t7xhuW EDQzBOla-nH1 eik6hDlbfrsVtJ_asicdxnjRZuPcBGLEc9kz9hHk 44-0-2 29-0-0 354-0 41.82 44-0.0 7-0-0 64.0 64-0 -2 Scale =1:76.0 5x8 = 6.00 FIT 3x4 11 5x8 = 6 30 31 7 32 33 8 3x4 i 3x6 i 3x4 3x6 4 5 9 10 m 0 29 34 4x4 ;;e:::J 11 12 m p,21 1T 0 22 21 20 19 35 18 36 17 i6 0 0 15 14 3x5 3x6 I I 5x6 = 3x6 = 3x8 = 3x4 = 5x6 = 3x6 11 3x5 3x4 = 3x6 = 44.0-0 2 -02 0 8-8-0 15-0-0 22-0-0 29.0-0 3540 41-8-0 4 -0 2 0 0.4 0 64-0 64.0 7-0.0 7-0-0 64-0 64-0 4 2-0-0 Plate Offset X,Y -- 6:0-6-0,0-2-8 , 8:0-6-0,02-8 LOADING (I f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udetl Lid PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.12 18-19 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.23 18-19 >999 240 BCLL .0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 14 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 18 >999 240 Weight: 254lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-10-14 oc bracing. WEBS 2x4 SP No.3 REACTION (lb/size) 22=1629/0-8-0, 14=1629/0-8-0 Max Harz 22=-215(LC 10) Max Uplift 22=-568(LC 12), 14=-504(LC 12) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 3-5=-2059/1093, 5-6=-1932/1122, 6-7— 1912/1207, 7-8=-1912/1207, 8-9=-1931/1121, 9-11= 2059/1092 BOT CHOR 21-22= 186/282, 19-21=-867/1915, 18-19= 703/1762, 17-18=-682/1653, 15-17=-845/1775 WEBS 3-22— 1499/970, 3-21=-962/1761, 6-19= 77/328, 6-18— 248/497, 7-18— 432/355, B-18=-248/497, 8-17=-77/328, 11-15=-965/1761, 11-14=-1499/970 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;.BCD L=3.Opsf; h=17ft; B--45ft; L=44ft; eave=5fh Cat. II; Exp B; cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 4-3-14, Interior(1) 4-3-14 to 15-0-0, Exterior(2) 15-0-0 to 3 -4-0, Interior(1) 35-4-0 to 44-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions s own; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This trus 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 betw en the bottom chord and any other members, with-BCDL = 10.Opsf. - 6) Provide m hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 22=568, 14.504. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - I lerity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid fe, use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �• a In= system fore use. the building designer must verify the appllcab9lfy of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requ i ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeAAISVZP11 GuallfyCifledd, DSB-89 and BCSI BuBd[Ag Component 6904 Parke East Blvd. Safety Informe flonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty I Ply 3409 Bent Pine / 056675 T14205022 75196 B5 Hip 1 1 Job Reference (optional) unamoers cuss, Inc., For[ Fierce, rL 6.00 12 3x4 i 30 � 3 C0 d 0 23 22 3x5 — 3X6 11 5x6 = 5x8 = 3x4 11 5 32 6 21 20 36 19 3x4 = 3x6 = 3x8 = 19.0-9 a.isu s iviar 11 zula IvO I eK muusmes, mc. Iwon uun 4 1U:4l:ZC ZUItl Fage i ID:gt?aHXT6DUKu3t7xhuW EDQzB01a-FUbOz47Jz3jWSO44sh55FpA7T7nMdtDKV?_9hBz9hHj 44-0.2 31-0-0 364-0 4. 8-0 44-0-0 6.0.9 5.4-0 5-4-0 2.4-0 0- -2 Scale=1:74.7 3x6 = 3x8 = 5x6 = 7 8 33 9 37 18 3817 16 3x4 II 3x6 = 3x8 = 3x4 10 34 35 4x4 11 15 14 5x6 = 3x6 11 3x5 = S 44-0-0 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.12 18-19 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 18-19 >999 240 BCLL 0 ' Rep Stress Incr YES WB 0.67 Horz(CT) 0.07 14 n/a n/a BCDL it 0. Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.12 18-19 >999 240 Weight: 258lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-19, 8-16 REACTIONS (lb/size) 23=1629/0-8-0, 14=1629/0-8-0 Max Horz 23=-187(LC 10) Max Uplift 23=-568(LC 12), 14= 504(LC 12) FORCES. (1 -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1997/1061, 4-5=-2006/1144, 5-6=-2136/1289, 6-8= 2136/1289, 8-9_ 1757/1098, 9-1 0=- 1992/1142, 10-11=-1988/1059 BOT CHORD 21-22=-848/1851, 19-21=-755/1825, 18-19=-947/2187, 16-18=-947/2187, 15-16=-826/1717 WEBS 3-23=-1505/955, 3-22=-965/1758, 4-22— 298/260, 5-19_ 360/699, 6-19=-343/297, 8-18=0/284, 8-16= 722/358, 9-16= 259/611, 10-15= 297/261, 11-15=-969/1757, 11-14= 1505/956 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-3-14, Interior(1) 4-3-14 to 13-0-0, Exterior(2) 13-0-0 to 3 2-11, Interior(1) 37-2-11 to 44-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions s wn; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss �as 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 betwc on the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 23=568,1411504. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING- Design valid f Ierlfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 11,111-7473 rev. 101032015 BEFORE USE + use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. building desig Is always requi fore use, the building designer must verify the appllcablilty of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing d for stability and to coliapse with Injury and damage. For regarding the pr T a, Mi e V fabrlcatlon, st Safety Into m prevent possible personal property general guidance ,age, delivery, erection and bracing of trusses and truss systems, seeANSUWII Qua/ByCrifeda, DSB-89 and SCSI SuIlding Component ii=vallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ` Qty Ply 3409 Bent Pine / Q56675 T14205023 75196 66 Hip 1 1 Job Reference (optional) unamDers Truss, Inc., Fort Fierce, K 6.00 12 4x5 29 4 3l 28 11 21 3x5 = 6x8 = B.130 s mar 11 2016 MI I eK Industries, Inc. Mon Jun 4 10:47:31 2018 Fage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzBOla-f3H9b59CG_55JTpfYgfosSocTLnVgqnBzCpl Wz9hHg 44-0-2 Scale=1:74.7 5x8 = 3x4 11 3x6 = 3x8 = 5x6 = 5 3031 6 7 8 32 33 9 4x5 10 35 3x4 II o 11 6 12,; 20 36 19 18 37 17 16 15 14 0 3x4 = 3x6 = 3x8 = 3x4 11 4x6 3x8 = 6x8 = 3x5 = ei�� 44-0-0 18-4-9 25.7-7 33-0-0 41.6-0 -02rq•0 7-4.9 7-2.13 7-4-9 8-6-0 4 0 2-0-0 -0,0-2-01,[14:0-3-8,0-3-01,[21:0-3-8,0-3-01 LOADING ( sf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2, 0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 17-18 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.32 17-18 >999 240 BCLL 0 ' Rep Stress Incr YES WE 0.81 Horz(CT) 0.10 14 n/a n/a BCDL 1 0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.14 17-18 >999 240 Weight: 239lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc puffins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-10-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-21, 8-18, 8-15, 10-14 FORCES. TOP CHO BOT CHO WEBS NOTES- 1) Unbalance 2) Wind: ASI If; Exp B; 11-0-0 to; reactions 3) Provide a1 4) This truss 5) ' This trus will fit bete 6) Provide m 21=568, 1 (lb/size) 21=1629/0-8-0, 14=1629/0-8-0 Max Harz 21= 158(LC 10) Max Uplift 21= 568(1_C 12), 14=-504(LC 12) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4-5= 2033/1140, 5-6= 2512/1449, 6-8=-2512/1449, 8-9— 1791/1088, 9-10=-2033/1138 20-21=-816/1691, 18-20=-788/1846, 17-18=-1157/2523, 15-17— 1157/2523, 14-15=-794/1586 3-21=-234/307, 4-21= 1972/1196, 4-20= 47/330, 5-18=-520/986, 6-18— 418/355, 8-17=0/308, 8-15=-996/516, 9-15=-242/608, 10-15-47/331, 10-14=-1970/1198, 11-14=-233/308 roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=44ft; eave=5ft; Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-3-14, Interior(1) 4-3-14 to 11-0-0, Exterior(2) 2-11, Interior(1) 39-2-11 to 44-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for )wn; Lumber DOL=1.60 plate grip DOL=1.60 tuate drainage to prevent water ponding. ,s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tas 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 an the bottom chord and any other members, with BCDL = 10.Opsf. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1t=lb) J Walter P. Finn PE No.22839 Mi7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 10103,2015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desig Is always requl . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the pA eI MiTS IC fabrication, stcc�) Safety /nfotmeat la' ge, delivery, erection and bracing of trusses and truss systems, seeANS&VII Cua111y Citledd, DS8-89 and SCSI Building Component tpvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205024 75196 B7 Hip 1 1 Job Reference (optional) Chambers i uss, Inc., ton Pierce, ru 6.l�ju s mar 11 208 MI I ek Industries, Inc. Mon Jun 4 1U:4/:32 20iu rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-7FgXoRAgl HDyxdOr5XA1 PfKo4k6jZfDwQdyNgyz9hHf 44-0-2 Scale = 1:74.7 3x8 = 5x8 = 3x4 3x6 = 3x4 II 5x8 = 6-oo 12 4 30 531 32 6 7 33 834 35 9 3 29 36 3x5 m 0 28 10 37 0 ro21 111rr ai 0 Ib 6 21 20 18 17 16 14 13 19 15 x6 II 5x6 = 3x4 it 3x10 = 5x6 = 3x6 II 3x5 — 3x6 —_ 3X5 = I 3x10 = 3x6 = 44-0-0 2-0-0 0 9-0-0 15-6-14 22-0-0 28-5.2 35-0-2 41-8-0 4 -0 2•PO 0 18-0 6-6-14 6-5.2 6-52 6-6-14 6$-0 4 0 2-0-0 Plate Offsets X,Y -- 4:0-6-0,0-2-8 , 9:0-6-0,0-2-8 LOADING (' f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.21 17 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.40 17-18 >999 240 BCLL 0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.09 13 n/a n/a BCDL 1 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.20, 17 >999 240 Weight: 233lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS (Ib/size) 21=1629/0-8-0, 13=1629/0-8-0 Max Horz 21= 130(LC 10) Max Uplift 21=-568(LC 12), 13= 504(LC 12) FORCES. (11 Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2068/1080, 4-5=-2818/1569, 5-6=-2818/1569, 6-8=-2818/1569, 8-9=-281811569, 9-10=-2068/1079 BOT CHORD 18-20= 798/1763, 17-18=-1473/3145, 16-17=-1473/3145, 14-16=-777/1763 WEBS 3-21— 1509/1012, 3-20=-850/1702, 4-18=-687/1333, 5-18— 383/321, 6-18— 431/195, 6-17=01258, 6-16=-431/196, 8-16=-383/321, 9-16=-687/1333, 10-14= 851/1702, 10-13= 1509/1015 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711; B=45ft; L=44ft; eave=5ft; Cat. II; Exp B; E I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 4-3-14, Interior(1) 4-3-14 to 9-0-0, Exterior(2) 9-0-0 to 41-2-11, tedor(1) 41-2-11 to 44-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions sl own; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss as 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 betw n the bottom chord and any other members. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=568, 13 504. r Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ®WARNING- III erlty design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid f use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. building desig fore use, the building designer must verify the applicability of deslgn parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� e, MiTele Is always requl . d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSUrPI1 GnalByCdfefb, DSB 89.and SCSI BUUdUty Component 6904 Parke East Blvd. Sorefyfnfonna navallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type ► Qty Ply 3409 Bent Pine / Q56675 T14205025 75196 C Half Hip 1 1 Job Reference (optional) chambers uss, Inc., Fort Pierce, FL 4-9-4 9-0-0 0- -2 4-9-4 4-2-12 6.00 12 2x3 3 19 3x5 - I 8.130 s Mar 11 2018 Mi I eK Industries, Inc. Mon Jun 4 10:47:33 2018 Page 1 ID:9t?aHXT6DU Ku3t7xhuW E DQzB01a-bROvOnBSobLpZny1 fFhGytty58Sml5U3eH hW NOz9hHe 14-4-0 20-3-4 26.0.12 32-0-0 5-4-0 5-11-4 5-9-8 5-11-4 Scale = 1:54.1 2x3 11 4x4 4X8 = 3x6 = 3x8 = 3x4 II 4 20 5 21 22 6 7 23 8 24 9 0Fq 15 � 13 12 4x8 = 3x6 11 3x6 = 4x8 = F�� 14-0-0 14 4 0 20-3-4 5-0-0 0-4-0 5-11-4 �- 10 3x4 = H-- LOADING ( f) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP 0 TCLL 2110 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.03 10-11 >999 360 MT20 2441190 TCDL 0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.06 10-11 >999 240 BCLL 0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.02 10 n/a n/a BCDL 1 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.01 11-12 >999 240 Weight: 177lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHOR 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-13 oc bracing. WEBS 1 Row at midpt 5-15, 5-12 REACTIONS (lb/size) 10=214/Mechanical, 14=2145/0-8-0 Max Horz 14=169(LC 12) Max Uplift 10= 146(LC 9), 14= 1182(LC 12) Max Grav 10=416(LC 22), 14=2145(LC 1) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 600/435, 3-4=-844/752, 4-5=-730/652, 5-6= 1095/506, 6-8=-1095/506 BOT CHORD 2-15=-316/560, 14-15= 1615/2284, 12-14=-1615/2047, 11-12=-117/394, 10-11=-117/394 WEBS 3-15— 358/475, 4-15=527/532, 5-15= 1756/1282, 5-14=-2039/2183, 5-12=-1200/1397, 6-12— 301/231, 8-12= 710/892, 8-11=0/251, 8-10=-509/143 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 13=45ft; L=32ft; eave=4ft; Cat. II; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 3-1-8, Interlor(1) 3-1-8 to 9-0-0, Exterior(2) 9-0-0 to 13-6-5 zon cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1 60 3) Provide ad uate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load noncondurrent with any other live loads. 5) ' This truss as 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 betw Inthe bottom chord and any other members. 6) Refer to girler(s) for truss to truss connections. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=146, 14 1182. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - en" design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11-7473rev. 10/03&015 BEFORE USE. " Design valid f use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a tfrrss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requl d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication stc systems. r8eda DSB 817 and BCSI Bul(d/ng Component Blvd. Safety Inlonna�fognavaeillable frorm Truss Plate Institute, 218 N. Lee Street, 1 31 Alexandria, VA 22314. Tampa, FL 3361 Job Truss Truss Type h city i Ply 3409 Bent Pine / Q56675 T14205026 75196 C1 Half Hip 1 1 Job Reference (optional) unarnoers iliuss, mc., tort tierce, M 5-9-4 u.1 ju s mar i i zu1 a NO I eK mausmes, inc. noon jun 4 1 u:4/:Jb Zulu rage i I D:9t?aHXT6DUKu3t7xhuW EDQzB01a-Yq W gRTCi KCbW o56Qnfjkl Iyldy9Vm_uM6bA1 RHz9hHc 11-0-0 14.4.0 20-3-4 26-0-12 32-0-0 5-2-12 3-4-0 5-11-4 5-9-8 5-11-4 Scale=1:54.3 2x3 11 5x6 = 2x3 11 3x8 = 3x6 = 3x4 = 4 5 21 22 6 23 7 8 24 9 6.00 F12 2x3 11 20 3 19 15 25 26 nd 13 14 12' 11 10 3x4 = 3x4 = 6x8 = 3x6 2x3 11 3x8 = 3x4 11 LOADING TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS FORCES. TOP CHO BOT CHC WEBS NOTES- 1) Wind: ASI II; Exp B; to 15-6-5 : plate grip 2) Provide ar 3) This truss 4) ` This trus will fit beh 5) Refer to g 6) Provide m 10=153,1 5-9-4 11-0-0 14-0-0 14-4-0 20-3-4 26-0-12 32-0-0 5-9-4 5-2-12 3-0-0 0-4-0 5-11-4 5-9.8 5-11-4 Y)-- [4:0-3-0,0-2-01 i SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP Plate Grip DOL 1.26 TC 0.33 Vert(LL) -0.06 12-14 >999 240 MT20 244/190 I Lumber DOL 1.25 BC 0.41 Vert(CT) -0.05 10-11 >999 240 i Rep Stress Incr YES W B 0.93 Horz(CT) 0.01 10 n/a n/a I Code FBC2017/TP12014 Matrix -MS Weight: 187lb FT = 20% BRACING- 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins, 2x4 SP M 30 except end verticals. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 6-14, 4-15 (lb/size) 10=214/Mechanical, 14=2145/0-8-0 Max Horz 14=206(LC 12) Max Uplift 10=-153(LC 9), 14=-1171(LC 12) Max Grav 10=291(LC 19), 14=2145(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-479/436, 3-4=-311/411, 4-5=-1596/1326, 5-6=-1596/1326, 6-8=-301/101, 8-9— 301/101 2-15=-321/503, 14-15=812/1244, 12-14=-414/860, 11-12=-414/860 3-15=-349/370, 4-14� 999/1256, 5-14=-279/248, 6-14=-1249/1008, 6-11=-774/631, 8-1 1=-339/277,9-11=-135/424, 4-15=-11121716 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=32ft; eave=4ft; Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-1-8, Intedor(1) 3-1-8 to 11-0-0, Exterior(2) 11-0-0 ie; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 )L=1.60 tuate drainage to prevent water ponding. Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 )n the bottom chord and any other members, with BCDL = IO.Opsf. ar(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1171. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erlfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMll-7473 rev. 10/03/2015 BEFORE USE. Design valid i use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pA 9 iT ek7 Is always req d for stabilityand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSUM/1 AuainyCdleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safe tyfnfalm , /available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type A city Ply 3409 Bent Pine / Q56675 T74205027 75196 C2 Half Hip 1 1 Job Reference (optional) "narnuers �['5' utc., 6-9-4 0- -2 11 6-9-4 �1 0 0 3x4 = LOADING ( TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS 6.00 12 2x3 11 20 3 19 t5.13U a mar 11 ZUIb mi I eK inausuies, Inc. mon dun 4 1u:4/:3b zuits rage 1 ID:9t7aHXT6DUKu3t7xhuW EDQzBOla-0042epDK5WjNQFhcKNFzZVVTVMV_VRRW KFwa_jz9hHb 13-0-0 114-4.0 20-3-4 26-0-12 32-0-0 6-2-12 1-4-0 5-11-4 5-9-8 5-11-4 Scale =1:54.1 5x6 = 3x4 = 3x4 = 3x6 = 2x3 I I 3x4 = 4 5 21 22 23 6 724 8 25 9 26 27 E?:� 28 13 29 14 6x8 = 3x6 = 12 30 11 31 3x4 = 3x8 = 10 3x4 11 6-9-4 7-2-12 0 410 5-11-4 5-9-8 5-11.4 -- [4:0-3-0,0-2-01 SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP I Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.03 10-11 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 10-11 >999 240 1 ' Rep Stress [nor YES WB 0.91 Horz(CT) 0.01 10 n/a n/a I Code FBC2017ITP12014 Matrix -MS Wind(LL) -0.04 12-14 >999 240 Weight: 199lb FT=20% BRACING- 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 2x4 SP M 30 except end verticals. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 5-12, 4-15 REACTIONS1,1 (lb/size) 10=246/Mechanical, 14=2112/0-8-0 Max Ho rz 14=243(LC 12) Max Uplift 10— 167(LC 9), 14=-1134(LC 12) Max Grav 10=421(LC 19), 14=2112(LC 1) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD'' 2-3= 600/528, 3-4= 401/499, 4-5=-1259/1087, 5-6=-628/291, 9-1 0=-316/1 81 BOT CHORD 2-15=-390/617, 14-15= 942/1413, 12-14= 1042/1221, 11-12=-291/628 WEBS 3-15= 412/427, 5-14=-1080/904, 5-12=-884/1119, 6-12=-716/726, 6-11=-634/537, 8-11=-341/279, 9-11=-146/319, 4-15=-1177/802, 4-14=-909/1151 NOTES- 1) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=32ft; eave=4ft Cat. II; Exp B; ncl., GCpi=O.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3 1-8, Interior(1) 3-1-8 to 13-0-0, Exterior(2) 13 0-0 to 17-6-5 z ne; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip E L=1.60 2) Provide ad quate drainage to prevent water ponding. 3) This truss I s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss as 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 betw en the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to gir er(s) for truss to truss connections. 6) Provide me hanical connection (by others) of truss to bearing plate capable of.withstanding 100 lb uplift at joint(s) except (jt=lb) 10=167, 14 1134. Welter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - I Ferify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requ i ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf age, dellvery, erection and bracing of trusses and truss systems, seeANSUIPii Quality Ci fedd, DS11-69 and BCSI Bul/ding Component 6904 Parke East Blvd. safety Infoanc flatarvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' city Ply 3409 Bent Pine / Q56675 �C3 T14205028 75196 Half Hip 1 1 Job Reference (optional) cnamoers 1�uss, Inc., ron Fierce, rL mi su s iviar i i zui n rvii I er, urausules, inc. rvion oun + I u:w/:stl zu 10 rage I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-yPCo3VEbd7z5fYr?SoHRfwaoW9BvzKxpoZPh2cz9hHZ 7.5-4 14-4-0 15-0 0 20-6-13 26.1-11 32-0.0 0- -2 7-5-4 6-10-12 8- 5 6-13 5-6-13 5-10-5 m2 d1 0 Scale=1:55.6 2x3 11 5x6 = 3x4 = 3x6 = 3x4 = 6.00 12 3x5 I I 5 622 23 24 7 25 8 9 26 10 3x6 i 21 3x4 -�- 4 3 V/�J 20 7 3x4 Plate Offs( LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO WEBS FORCES. TOP CHO BOT CHO WEBS NOTES- 1) Wind: ASCI II; Exp B; to 19-6-5 z plate grip 2) Provide ad 3) This truss 4) ' This truss will fit betw 5) Refer to gir, 6) Provide me 11=172,15 16 r27 14 28 13 29 12 30 11 2x3 11 6,8 3x6 3x4 = 3x8 = 3x4 Il 7-5-4 14-0-0 14-4 0 20-6-13 26-1-11 32-0-0 7-5-4 6-6-12 0-4-0 6-2-13 5-6-13 5-10-5 ;,Y)-- 16:0-3-0,0-2-01 SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.42 Vert(ILL) -0.03 13-15 >999 360 MT20 244/190 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 11-12 >999 240 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.01 11 n/a n/a Code FBC2017/rP12014 Matrix -MS Wind(LL) -0.03 13-15 >999 240 Weight: 208lb FT=20% BRACING- 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc puriins, 2x4 SP M 30 except end verticals. , 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 10-11, 6-15, 6-13 (ib/size) 11=214/Mechanical, 15=214510-8-0 Max Harz 15=280(LC 12) Max Uplift 11= 172(LC 9), 15= 1144(LC 12) Max Grav 11=427(LC 19), 15=2145(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3= 668/587, 3-5= 1392/1217, 5-6=-1211/1042, 6-7=-534/277, 10-11= 317/185 2-16=-436/684, 15-16— 436/684, 13-15— 905/1037, 12-13= 277/534 3-16— 456/315, 3-15= 664/951, 5-15= 437/523, 6-1 5=-1 293/1231, 6-13=-847/1057, 7-13=-737/744,7-12=-587/519, 9-12=-329/270, 10-12— 143/313 7-10; Vult=160mph (3-second,gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=32ft; eave=4ft; Cat. I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 3-1-8, Interior(1) 3-1-8 to 15-0-0, Exterior(2) 15-0-0 e; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 L=1.60 uate drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 In the bottom chord and any other members, with BCDL = 10.0psf. r(s) for truss to truss connections. ianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 144. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valld.fc use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not sot a tnrss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTel " Is always reclul d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stc Safety /nfonnq�;navallabie age, delivery- erection and bracing of trusses and truss systems, seeANSYMIJ OualByCtCedd, 08-89 and SCSI BuIlding Component from Truss Plate Institute- 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205029 75196 C4 Half Hip 1 1 Job Reference (optional) chambers I Inc., I-ort H erce, I-L a.13U s mar 11 2018 MI I eK industries, Inc. Man Jun 4 1 U:4/:39 2U18 rage 1 �uss, ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-QbmBGgFDOR5yHiQBOVogB77zOZVIigGy1 D8Ea2z9hHY 7-5-4 14-4-0 17-0-0 24-4.4 32-0-0 0- -2 7-5-4 6-10-12 2-8-0 7-4-4 7-7-12 5x6 = Scale=1:56.4 3x4 = 3x4 11 6.00 F12 6 19 20 7 21 8 2x3 11 5 3x6 18 4 3x4 i 3 17 r2 1 0 13 12 11 22 10 23 9 3x4 2x3 11 6x8 = 3x6 = 3x4 = 3x4 = 7-5-4 14-0-0 1 4� 24-4-4 32-0-0 7-5-4 6-6-12 0-4-0 10.0-4 7-7-12 Plate Offset X,Y - 6:0-3-0,0-2-0 LOADING (I If) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.25 10-12 >827 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.40 10-12 >521 240 BCLL .0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.01 9 n/a n/a BCDL 1 .0 Code FBC20171TP12014 Matrix -MS Wind(LL) -0.05 10-12 >999 240 Weight: 195lb FT=20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc puffins, BOTCHORC 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 9-10. WEBS 1 Row at micipt 8-9, 6-12, 6-10, 7-10, 7-9 REACTIONS (lb/size) 9=214/Mechanical, 12=2145/0-8-0 Max Horz 12=318(LC 12) Max Uplift 9=-183(LC 9), 12=-1126(LC 12) Max Grav 9=427(LC 19), 12=2145(LC 1) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 662/589, 3-5=-1402/1212, 5-6=-1278/1160 BOT CHORD 2-13= 436/679, 12-13= 436/679, 10-12= 581/698 WEBS 3-13=-464/287, 3-12=-662/972, 5-12= 284/315, 6-12= 1466/1391, 6-10=-742/895, 7-10=-483/638, 7-9= 333/145 NOTES- 1) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45f; L=32ft; eave=4ft; Cat. 11; Exp B; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-1-8, Interior(1) 3-1-8 to 17-0-0, Exterfor(2) 17-0-0 to 21-6-5 z ne; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip I PL=1.60 2) Provide ad, 'quate drainage to prevent water ponding. 3)Thistrusst s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betty len the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to gir er(s) for truss to truss connections. 6) Provide ME hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=183, 12 126. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 Q WARNING - erfry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 10/03,2015 BEFORE USE. Design valld a truss system f use only with MlTek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into The overall building des[( Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �����" Is always regLr ���ed for stability and to prevent coliapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st¢jage, delivery, erection and bracing of trusses and truss systems, seeANSMII Qua/tlyCiHorla, DSO-69 and SCSI Bul/dIng Component 6904 Parke East Blvd. Safety fnPorm}}111cla fovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' ' Qty Ply 3409 Bent Pine / 056675 T14205030 75196 C5 Half Hip 1 1 Job Reference (optional) cnamoers u Plate iss, Inc., roe coerce, rl- t5.1du s mar 11 GUl t1 Ivll I eK mausines, Inc. Mon Jun 4 l u:4/:41 zui C rage 1 ID:gt?aHXT6DUKu3t7xhuW EDQzB01a-M_txhW HTw2MgWOaa7wg8GYCJW NDgAkW FUXdLfwz9hHW 7.5-4 14.4.0 19-0.0 25-6-0 32-0-0 0-8-2 7-5-4 6-10-12 4-8-0 6-6-0 6-6-0 4x8 = 2x3 11 3x4 = 6.nn Fi—q 6 19 7 20 8 14 13 11 10 3x4 2x3 I 3x6 = 3x5 = 3x8 = = 6-6-1 x4 I I 32-0-0 Scale = 1:61.0 LOADING (I f) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.05 9-10 >999 360 MT20 2441190 TCDL .0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.09 9-10 >999 240 BCLL .0 ' Rep Stress Incr YES WB 0.79 Horz(CT) -0.01 9 n/a n/a BCDL 1 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.02 10-11 >999 240 Weight: 212 lb FT = 20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, BOT CHOR 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 9-10. WEBS 1 Row at midpt 8-9, 5-13, 5-11, 6-11, 6-10, 7-10 FORCES. TOP CHO BOT CHO WEBS NOTES- 1) Unbalance 2) Wind: AS I II; Exp B; to 23-6-5 z plate grip 3) Provide ad 4) This truss 5) ' This trus will fit betw 6) Refer to gir 7) Provide me 9=193, 13= (lb/size) 9=214/Mechanical, 13=2145/0-8-0 Max Horz 13=355(LC 12) Max Uplift 9=-193(LC 9), 13= 1107(LC 12) Max Grav 9=469(LC 24), 13=2145(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3= 667/584, 3-5= 1392/1222, 5-6— 570/412, 8-9=-369/207 2-14=-432/683, 13-14=-432/683, 11-13= 1026/1056, 10-11= 340/469 3-14=-451/321, 3-13=-676/955, 5-13=-171211475, 5,11=-1084/1260, 6-11=-946/968, 6-10=-602/640, 7-10=-411/338, 8-1 0=-1 59/303 roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; Lc32ft eave=4ft; Cat. ,I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-151to 3-1-6, Interior(1) 3-1-8 to 19-0-0, Exterior(2) 19-0-0 ie; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 )L=1.60 juate drainage to prevent water ponding. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 m the bottom chord and any other members, with BCDL = 10.Opsf. Dr(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 107. B Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cett 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING. I ledly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pt3T i e W Is always requ i ad for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSWII QualByCrBelfa, DSB-69 and SCSI BuRding Component 6904 Parke East Blvd. Safety Infonne Rollavailable from Truss Plate Institute- 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205031 75196 C6 Half Hip 1 1 Job Reference (optional) r:namoers II Inc., I-Orl Pierce, I-L �02 0 0 3x4 = 7-5-4 6-10-12 8.130 s Mar 11 2018.MI I eK Industries, Inc. Mon Jun 4 10:47:42 2018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-rARJvsl5gMUXBABmheLNpmlUYmZgvB6OjBNuBNz9hHV 21-0-0 26-6-0 32-0-0 4x8 = 2x3 II 3x4 = 6 20 21 7 22 8 2x3 II 6x8 = 3x6 3x5 = 3x8 = 3x4 11 Scale=1:66.3 LOADING (p f) SPACING- 2-0-0 CSL DEFL, in (loc) Udefl Ud PLATES GRIP TOLL 2 0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.04 11-13 >999 360 MT20 2441190 TCDL 0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.0711-13 >999 240 BCLL 0 ' Rep Stress Incr YES WB 0.77 Horz(CT) -0.01 9 n/a nta BCDL 1 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.03 11-13 >999 240 Weight: 220lb FT=20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc puffins, BOT CHORE 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 9-10. WEBS 1 Row at midpt 8-9, 5-13, 5-11, 6-11, 6-10, 7-10 FORCES. TOP CHC BOT CHC WEBS NOTES 1) Wind: ASO II; Exp B; to 25-6-5 z plate grip 2) Provide ad 3) This truss 4) ' This truss will fit betw 5) Refer to gir 6) Provide me 9=202,13= (lb/size) 9=214/Mechanical, 13=2145/0-8-0 Max Horz 13=392(LC 12) Max Uplift 9=-202(LC 9), 13=-1086(LC 12) Max Grav 9=454(LC 19), 13=2145(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-668/588, 3-5= 1391/1214, 5-6=-405/259, 8-9=-346/214 2-14=-437/685, 13-14= 437/685, 11-13= 1014/1005, 10-11= 178/292 3-14=-458/311, 3-13=-657/947, 5-13=-1699/1464, 5-11= 1055/1232, 6-11=-773/827, 6-10=-461/445, 7-10=-333/281, 8-1 0=-1 69/277 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=32ft; eave=4ft; Cat. ;I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 3-1-8, Interior(1) 3-1-8 to 21-0-0, Exterior(2) 21-0-0 ie; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 C=1.60 late drainage to prevent water ponding. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 rn the bottom chord and any other members, with BCDL = 10.0psf. )r(s) for truss to truss connections. lanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) D86. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 WARNING - parameters and READ NOTES ON THISAND INCLUDED MITEKREFERANCE PAGEMIf-7473 rev, lO/D3/2015 BEFORE USEDesign valid fse only with MITek® connectors. This design Is based only upon parameters shown, antl Is for an Individual building component, not a truss system.fore �e,ltydesign use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overallp�B`'building deslgBracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I VA el Is always requ led for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, sT age, delivery, erection and bracing of trusses and Truss systems, seeANS►/7P11 GuallfyCdlello, DSB-89 and SCSI BuRding Component 6904 Parke East Blvd. Safetylnfann navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205032 75196 C7 Half Hip 1 1 Job Reference o tionai unamoers I r, Inc., i-on coerce, I L 6.IOV 5IVItlI I I GV 10IVII ItlR IIIUUDIIIVb, IIIG. IVIVII VUII Y I V-1--I V —aJ� I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-JM?h6CljRgcOlJjyFLtcMzlfHAv3eeJYxg6Sjpz9hHU 7-5-4 14-4-0 20-10-8 26-5-4 32-0-0 0- -2 7-5-4 6-10-12 6-6-8 5-6-12 5-6-12 4x8 = 2x3 II 3x4 Scale = 1:66.0 = 6 20 21 7 22 8 14 13 I` — 11 10 9 3x4 = 2x3 I I 6x3x6 = 3x5 = 3x8 3X4II 7-5-4 Plate Offsets X,Y -- 6:0-5-4,0-2-0 , 13:0-3-8,0-3-0 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TOLL 2 0 Plate Grip DOL 1.25 TO 0.42 Vert(LL) -0.03 11-13 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.37 Vert(CT)-0.0611-13 >999 240 BOLL 1 0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.01 9 n/a n/a BCDL V 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.03 11-13 .>999 240 Weight: 219lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS (lb/size) 9=214/Mechanical, 13=2145/0-8-0 Max Harz 13=390(LC 12) Max Uplift 9=7202(LC 9), 13= 1087(LC 12) Max Grav 9=471(LC 24), 13=2145(LC 1) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-668/588, 3-5=-1391/1215, 5-6= 413/267, 8-9=-362/214 BOT CHORD 2-14= 436/685, 13-14=-436/685, 11-13=-1015/1008, 10-11= 187/301 WEBS 3-14=-457/312, 3-13=-659/948, 5-13=-1700/1465, 5-11=-1057/1234, 6-11=-783/835, 6-10= 469/457, 7-10=-350/265, 8-10=-168/299 NOTES- 1) Unbalance 2) Wind: ASC II; Exp B; E 20-10-8 to DOL=1.60 3) Provide ad 4) This truss 5) *This truss will fit betw 6) Refer to gir 7) Provide me 9=202, 13— Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 9-10. 1 Row at midpt 8-9, 5-13, 5-11, 6-11, 6-10, 7-10 roof live loads have been considered for this design. 7-10; Vult=l6omph (3-second gust) Vasd=124mph;-TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 6=45ft; L=32ft; eave=4ft; Cat. of., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-1-8, Interior(1) 3-1-8 to 20-10-8, Exterior(2) 5-4-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber ate grip DOL=1.60 luate drainage to prevent water ponding. Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 ;n the bottom chord and any other members, with BCDL = 10.Opsf. er(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 087. Walter P. Finn PE No.22839 I MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - enly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Deslgn valid f use only with MITek® connectors. this design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system fore use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building destg Is always requ . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ed for stabillty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek" fabrication, st age, dellvery, erection and bracing of trusses and truss systems, seeAMSI WII AualllyC18eft DSB-69 and SCSI BuBdhtQ Component 6904 Parke East Blvd. Safety tnlorm Bonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205033 75196 C8 Half Hip 1 1 Job Reference (optional) unamoers G uss, Inc., ron Fierce, rL ti.l Ju s ivlar 1 i zul a ivii i eK maUBtnes, Inc. ivlun Jun 4 1 u:9/:,+o zu i o raye I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-Fl7SXuK_zHs6?dtLMmv4RON?W_ab6XUgPBbZoiz9hHS 7-5-4 14-4-0 18-10-8 25-5-4 32.0-0 7-5-4 6-10-12 4-6-8 6-6-12 6-6-12 4x8 = 2x3 11 aor) R-9 5 18 6 3x4 = 19 7 13 12 10 9 8 3x4 = 2x3 11 � � 3x5 = 3x8 = 3X4 II F 2 Scale =1:60.6 LOADING (F f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.06 8-9 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.10 8-9 >999 240 BCLL .0 ' Rep Stress Incr YES WB 0.79 Horz(CT) -0.01 8 n/a n/a BCDL i.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.02 9-10 >999 240 Weight: 212 lb FT = 20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-2 oc purlins, BOT CHORE 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-9. WEBS 1 Row at midpt 7-8, 4-12, 4-10, 5-10, 5-9, 6-9 FORCES. TOP CHO BOT CHO WEBS NOTES- 1) Unbalancc 2) Wind: AS( II; Exp B; I to 23-4-13 plate grip 1 3) Provide ac 4) This truss 5) *This trus will fit bete 6) Refer to gi 7) Provide m 8=192, 12 (lb/size) 8=214/Mechanical, 12=2143/0-8-0 Max Horz 12=353(LC 12) Max Uplift 8=-192(LC 9), 12-1110(LC 12) Max Grav 8=491(LC 24), 12=2143(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-670/581, 2-4=-1395/1220, 4-5=-585/422, 7-8=-371/206 1-13=-429/686, 12-13=-429/686, 10-12-1024/1062, 9-10-351/483 2-13=-450/321, 2-12=-677/957, 4-12=-1711/1478, 4-10-1089/1261, 5-10=-956/980, 5-9— 613/652, 6-9= 415/342, 7-9-158/304 roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=32ft; eave=4ft; Cat. cl., GCpi=0.18; MWFRS,(directional) and C-C Exterior(2) 0-0-0 to 3-2-6, Interior(1) 3-2-6 to 18-10-8, Exterior(2) 18-10-8 me; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 )L=1.60 late drainage to prevent water ponding. is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 )n the bottom chord and any other members, with BCDL = 10.Opsf. ar(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 110. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03V2015 BEFORE USE. ft.,, Design valid iot ruse only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, n � a truss system fore use, the building designer must verify the applicab0lty of design parameters and properly Incorporate this design Info the overall building dell &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pAT IYB� i��' is always req ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII GBallyCi leda, DSB-89 and SCSI Buffeting Component 6904 Parke East Blvd. Sorely Inform rionovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205034 75196 C9 Half Hip 1 1 Job Reference (optional) cnamoers gGuss, Inc., tort Fierce, 1-L 2-1.12 ' 7-4-2 3x4 i 18 2 2x3 11 14 6.00 12 2x3 II 5 19 3x4 3x6 4 3 ::•�:❖:❖:•:•:❖:•:•:tiff :ti44':•:::❖:•. - m iou s Mar I1 Lu io IVII IeK Inuusules, mu. IVlarl .lull + Iu:4l:4o GVIo rdye I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-jxhgkELckb_zcnSXwTQJzcwBeOuQr?O_eoL6KBz9hHR 0.6 24-5-4 32-0-0 -3 7-6-12 7.6-12 5x6 = Scale=1:57.6 2x3 11 3x4 = 6 20 21 7 22 8 24 10 25 9 3x8 = 3x4 11 H LOADING ( I f) SPACING-. 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.26 10-12 >817 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.42 10-12 >499 240 BCLL 0 ' Rep Stress Incr YES WB 0.75 Horz(CT) -0.01 9 n/a n/a BCDL 1 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 10 >999 240 Weight: 207lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHOR 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 7-10, 6-12 REACTIONS1I All bearings 12-8-0 except Qt=length) 9=Mechanical. (lb) ' Max Horz 14=315(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 13 except 9=-217(LC 12), 14=-136(LC 12), 12= 348(LC 12) Max Grav All reactions 250 lb or less at joints) except 9=680(LC 17), 14=446(LC 1), 13=336(LC 1), 12=1100(LC 17), 12=960(LC 1) FORCES. (I ) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-374/210, 7-8=-374/210, 8-9= 561/381 BOT CHORD 13-14— 360/286 WEBS 2-14= 335/331, 6-10= 120/399, 7-10=-475/387, 8-10— 312/554, 6-12=-583/332 NOTES- 1) Unbalance roof live loads -have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B�15ft; L=32ft; eave=3ft; Cat. II; Exp B; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-2-6, Interior(1) 3-2-6 to 16-10-8, Extedor(2) 16-10-8 to 21-4-13 one; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip QL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss as 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 betwe an the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to gir er(s) for truss to truss connections. 7) Provide me ibanical connection (by others) of truss to -bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except Qt=lb) 9=217. 14= 36. 12=348. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10/03,2015 BEFORE USE. Design valld f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �� a truss system. building desig fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 'Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANS&VII GaalRyCiffaft DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sorety Irrromr rlonavailable from Truss Plate Insfitute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610. Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205035 75196 D Hip 1 1 Job Reference (optional) Chambers uss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Jun 4 10:47:47 2018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzBOla-B8ECyaLEVu6pExljUBxYWpSMLnJGabV7sS4fsaz9hHQ 8-11-4 2-4-0 8-4-12 14-7-15 0 2 2-4-0 6-0-12 3 5-8-11 03.4 4x4 — Scale =1:29.7 �1 2x3 11 Ono — 3x4 11 8-t t-0 2-0-0 2-4-0 8-4.12 @43-p _ 14-7-15 M.2 -0 6-0-12 3 "-11 LOADING ( I f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.04 7-8 >999 240 BCLL 0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 6 n/a n/a BCDL 1 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 7 >999 240 Weight: 73lb FT=20% LUMBER- I \ BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORDI 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 6=434/Mechanical, 8=641/0-8-0 Max Horz 8=90(LC 11) Max Uplift 6=-132(LC 12), 8= 263(LC 12) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-454/242, 4-5=-441/262, 5-6=-382/282 WEBS 3-8=-549/529, 3-7=-235/326, 5-7= 74/281 NOTES- 1) Unbalance 2) Wind: AS, II; Exp B; to 12-10-1 plate grip 3) This truss 4) ` This true will fit bet% 5) Refer to g 6) Provide m 6=132, 8= Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. roof live loads have been considered for this design. 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 8-8-0, Exterior(2) 8-8-0 Eone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 )L=1.60 is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 m the bottom chord and any other members. er(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - edfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid f�.ge, se only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system.fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desigBracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pA T !� IY➢� eW h always requl for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sice, Safety Inform delivery,ace Inof stitute, 218N Lee Street, systems. from Truss Plate bracing �o to Alexandria, VA 22314. rBedd, DSB-89 and BCSI Building Component 6904 Park East Blvd. Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205036 75196 D1 Common 2 1 Job Reference o tional L,namDers liruss, inc., ron coerce, rL 2-4-0 6-4-0 11 ts.l su s rviar i i zui is ivu i eK inuusines, inc. rvron sun 4 1 V:4/:4tl eu I O rage s ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-f Koa9vMsGCEgs5cwl uSn217XuBfMJ2tH56gDPi z9hHP 14-11-0 4x4 = 4 — u Scale=1:28.5 2-0-0 -4- 6-4-0 6-3-0 LOADING (1 0 SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.05 6-7 >999 240 BCLL .0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 6 ' n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 7 >999 240 Weight: 74lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHOR 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTION% (lb/size) 6=444/Mechanical, 8=650/0-8-0 Max Horz 8=93(LC 11) Max Uplift 6-1 34(LC 12), 8= 266(LC 12) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH(R 3-4=-467/238, 4-5— 459/252, 5-6=-389/278 WEBS 3-8=-559/526, 3-7=-225/338, 5-7=-39/276 NOTES- 1) Unbalanc roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft eave=oft; Cat. II; Exp B; cl., GCpf=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interfor(1) 2-11-1 to 8-8-0, Exterior(2) 8-8-0 to 11-8-0 ne; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OL=1.60 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This true 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 be en the bottom chord and any other members. 5) Refer to gi er(s) for truss to truss connections. 6) Provide m chemical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=134, 8= �6. Welter P. Finn PE No.22839 M.iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 0 WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Designvalldfi use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing py MIy eW is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, st age, delivery, erection and bracing of trusses and truss systems. seeANS&VIi CualilyCdfeda, DSB-89 and BCSI Bugdfnp Component 6904 Parke East Blvd. Safety Inform Honavallabte from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205037 75196 E Hip 1 1 Job Reference (optional) t.namuers i uss, mu., rarL r-ierue, rL mi ou s rwar i i zut n rvu i eK mausmes, mc. rvion uun 4 1 u:,w:4a zu1 is rage 1 ID:9t?aHXT6DUKu3t7xhuWEDQzB01a-SWMzNFNUl WMXUEB6bczObEXjvb?h2SWQKmZmXTZ9hHO 7-0-0 19-00 22-11-31-0-0 2 7.0-0 3-11--7 3-11.7 6.0.0 300 3 0•b2 30 2-0 N.9 • 2 3x8 = 5x8 = 3x4 11 3x6 = 12 4 305 31 8 7 32 x4 '::- 29 3 m21 oI i 3x4 11 5x8 = 8 33 9 Scale; 3116"=1' 34 3x4 Z�- m 10 6 35 m 11 12 Iq 0 21 20 19 18 16 17 15 14 13 3x4 11 4x4 = 3x4 11 4x4 = 3x4 I I 3x5 — 3x6 = 3x6 = 3x5 — 2-0-0 7-0-0 3x8 = 15-0-9 13-0-0 1 -0 19.0-0 22-11.7 3x8 = 25-0-0 N 11 0 31-0.0 _36-0.0 38-0-0 2-0-0 5-0-0 6-0-0 1-8-9 3-11-7 3-11-7 1-&9 4 No 5.0-0 2-0-0 Plate Offsets X.Y -- 4:0-6-0,0-2-8 , 9:0-6-0,0-2-8 LOADING (r f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 17-19 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.03 17-19 >999 240 BCLL .0 ' Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 13 n/a n/a BCDL 11 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 17 >999 240 Weight: 196lb FT=20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORE 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS All bearings 0-8-0 (lb) Max Horz 21= 98(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 21=-226(LC 12), 13=-161(LC 12), 19=-272(LC 12), 15=-274(LC 12) Max Grav All reactions 250 lb or less at joints) except 21=525(LC 21), 13=525(LC 22), 19=885(LC 21), 15=885(LC 22) FORCES. (I ) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 293/158, 9-10— 293/159 BOT CHORD 19-20— 13/252 WEBS 4-19=-376/206, 9-15=-376/201, 3-21=440/406, 10-13=-440/411, 5-19= 359/301, 8-15= 359/301, 6-19=-416/200, 6-15=-416/200, 3-20=-152/279, 10-14=-149/279 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp B; E I cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-11, Interior(1) 3-8-11 to 7-0-0, Extertor(2) 7-0-0 to 36-4-8, 1 terior(1) 36-4-8 to 38-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lib DOL=1.60 plate grip DOL=1.60 3) Provide ad uate drainage to prevent water ponding. 4) This truss Vs been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss las 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 be n the bottom chord and any other members. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 226lb uplift at joint 21, 161 lb uplift at joint 13, 27 lb uplift at joint 19 and 274 lb uplift at joint 15. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 Q WARNING • erlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mf1-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system.rage, fore use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building desig Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� ��^ MiTeR Is always requi for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stcr delivery, erection and bracing of trusses and truss systems, seeANSUiPII QuafgyQfterh, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safetyrnform4 iVonavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type • Qty Ply 3409 Bent Pine / Q56675 T14205038 75196 I El Hip 1 1 Job Reference (optional) L:namDers quss, Inc., t-on coerce, rL 6.00 12 34 3 3x5 = — Sxi 26 ' 3-7-15 ' 6-4-1 5x8 = 4 5 6 35 36 7 25 3x8 = 24 3 22 6x8 = ri.1 ou s Mar 11 eu i v IVII I ex mausule5, mu. IVlon Jun 4 1 u:9/:D I eu 16 rage i I D:9t?aHXT6DU Ku3t7xhuW EDQzB01a-4vUjoxPIZ7cFjYLVj 1 OUgfd2JPdq W Nsjn42t? Lz9hHM 25.4-1 29-0-0 35-6-0 i 36-0-038�0-2 6-4-1 3-7-15 6.6.0 2-6-D 0- -2 3x6 = 5x8 = 37 8 38 9 10 11 21 2 3x8 = 6x8 — 18 17 3x8 Scale: 3/16"=l' 39 4x5 12 13 m } ab 0 15 3x5 = 5x12 = 16 F-- Plate Offset X,Y -- 4:0-6-0,0-2-8 , ll:0-6-0,0-2-8 , 19:0-6-0,0-5-4 , 23:0-6-0,0-5-4 LOADING ( §f) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.05 16-17 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.09 16-17 >999 240 BCLL .0 ' Rep Stress Incr YES WB 0.29 Horz(CT) -0.05 15 n/a n/a BCDL . 1 .0 Code FBC2017/TPI2014 Matrix -MS Wind(I-Q 0.02 21-22 >999 240 Weight: 269lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHOR 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 3-26,5-24,10-18,12-16: 2x4 SP No.3 10-0-0 oc bracing: 26-27,23-24,18-19,15-16. WEBS 2x4 SP No.3 REACTIONS All bearings 0-3-0 except (jt=length) 23=0-8-0, 19=0-8-0. (lb) - Max Harz 27= 120(LC 10) Max Uplift All uplift 100 lb or less at joints) except 27=-264(LC 12), 23= 261(LC 12), 19=-207(LC 9), 15= 211(LC 12) Max Grav All reactions 250 lb or less at joints) except 27=524(LC 21), 23=886(LC 21), 19=886(LC 22), 15=524(LC 22) FORCES. (I ) - Ma)L Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-286/264, 7-9= 286/264 BOT CHORD 3-27= 403/440, 5-23=-357/226, 10-19=-357/222, 12-15=-403/441 WEBS 4-23=-288/241, 6-21=-271/440, 7-21=-363/279, 9-21=-273/436, 11-19=-288/229 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=511; Cat. Il; Exp B; cl., GCp1=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-11, Intedor(1) 3-8-11 to 9-0-0, Extedor(2) 9-0-0 to 34-4-8, I ce'd (1) 34-4-8 to 38-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lu ber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) All plates a 3x4 MT20 unless otherwise Indicated. 5) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as 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 betty n the bottom chord and any other members. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 27, 261 lb uplift at joint 23, 20 lb uplift at joint 19 and 211 lb uplift at joint 15. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - eri/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design valld f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for ar Individual building component, not �� a truss system. fore use, the building designer must verify the applicabaity of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 M! f4 air Is always requ ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st4 age, delivery, erection and bracing of trusses and truss systems, SeeANSYTP1I Caa/9yCdlefb, DSO-89 and BCSI BUIIdNgComponent 6904 Parke East Blvd. Sofatvinform Han3voilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' City Ply 3409 Bent Pine / Q56675 T14205039 75196 E2 Hip 1 1 Job Reference o tional L;hambers uss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. Mon Jun 4 10:47:53 2018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDOzBOla-01cTCd0?5kszysUtgR2yl4iOtCAC_DMOFOX_4Ez9hHK 2- 0 6-9-0 11-0-0 12-7-15 19-0-0 25-4-1 27-0-0 31-3-0 35-6-0 38-0-038 -2 0- -2 2- 0 4.3-0 4-3.0 1-7-15 6-4-1 6.4-1 1.7.15 4.3-o 4-3-0 2-6-0 0- -2 Scale: 3/16°=1' 3x6 = 3x8 = 3x6 = 5 6 7 35 8 36 9 10 11 6.00 12 4 12 34 9 37 x5 38 4x5 3 13 I?N pM21 14 t 0)l � 2 16 0 26 5x14 = 21 Sx14 = 5x8 __ = 20 3x5 3x5 = 5x = 19 18 17 25 24 23 3x8 = ,% r� 13-0-0 27-0-0 2.3- 1 2 6-9-0 11-0-0 12-7-15 19-0-0 25-0-0 2 1 31-3-0 35.E-0 -0 3&0.0 2-3- 0 0 4-3-0 43-0 1-7-15 6-0-0 6-0-0 0 4 1 43-0 4-3-0 0 0 2 O 0-4-1 l 1-7-15 Plate Offset X,Y -- 5:0-3-0,0-2-0 , 11:0-0-0,0-2-0 , 16:0-2-12,0-2-12 , 20:0-2-12,0-2-8 , 22:0-2-12,0-2-12 , 26:0-2-12,0-3-0 LOADING (I f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.04 18-19 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.09 18-19 >999 240 BCLL 0 ' Rep Stress Incr YES WB 0.54 Horz(CT) -0.09 16 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.05 18 >999 240 Weight: 253lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOR 2x4 SP M 30 `Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 3-25,6-23,10-19,13-17: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS All bearings 0-8-0 except at=length) 26=0-3-0, 16=0-3-0. (lb) Max Harz 26=150(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 22=-183(LC 12), 20=-153(LC 9), 26=-338(LC 12), 16=-278(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 22=751(LC 1), 20=695(LC 1), 26=669(LC 1), 16=690(LC 1) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 3-4=-270/243, 4-5=-271/356, 5-6=-261/383, 6-7=-265/381, 7-8=-272/389, 8-9=-303/419, 9-1 0=-296/41 0, 10-11=-292/412, 11-12=-334/386, 12-13=-347/275 BOT CHORD 3-26=-406/454, 21-22= 200/454, 20-21=-200/454, 13-16=-422/434 WEBS 8-22=-433/22218-21=0/283, 8-20=-395/208, 24-26=-194/334, 16-18� 240/379, 7-22= 277/281, 9-20— 282/275 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38fh eave=5ft; Cat. II; Exp B; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-11, Interior(1) 3-8-11 to 11-0-0, Exterior(2) 11-0-0 to 3 -4-8, Interior(1) 32-4-8 to 38-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions s own; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quote drainage to prevent water ponding. 4) All plates a 3x4 MT20 unless otherwise indicated. 5) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss as 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 betw an the bottom chord and any other members. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 22, 153 lb uplift at joint 20, 33 lb uplift at joint 26 and 278 lb uplift at joint 16. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design validf use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tnrss system fore use, thebuilding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deli .Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pI5witev MiTek7 Is always requ ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf loge, delivery, erection and bracing of trusses and truss systems, seeANSVWI1 GaalByCrMeda, DSO-89 and SCSI BuQdingComponent 6904 Parke East Blvd. Safety Infonngftonavatlabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty PIy 3409 Bent Pine / Q56675 T14205040 75196 F Hip 1 1 Job Reference (optional) L namoers us , Inc., r-ort Pierce, I-L lS -0 9-0-0 0• -2 2 4.0 6-8-0 8.130 s Mat 11 2018 MI Fek Industries, Inc. Mon Jun 4 10:47:54 2018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-UUAsQzRds2_gaO3309ZBIIFZcchijiR9T2HXcgz9hHJ 14-8-0 20-4-0 27-0-0 29-4.0 29-p-2 5-8-0 5-8-0 6-8-0 2-4-0 0- -2 Scale =1:49.5 4x8 = 2x3 11 4x8 = 4 24 25 5 26 27 6 6.00 12 23 3x4 22 3 1 0 15 14 13 12 11 3x4 _ 2x3 11 4x4 = 3X6 = 3x8 = 4x4 = 28 29 3x4 Q 7 ro 0 v 8 9 IT a 10 2x3 II 3x4 = Plate Offset X, -- 4:0-5-4,0-2-0 , 6:0-5-4,0-2-0 LOADING (r f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.04 12 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.08 10-11 >999 240 BCLL .0 * Rep Stress Incr YES WB 0.43 Horz(CT) 0.02 10 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.04 12 >999 240 Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORE 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 15=1086/0-8-0, 10=1086/0-8-0 Max Harz 15=-l19(LC 10) Max Uplift 15-401(LC 12), 10=-335(LC 12) FORCES. (I ) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORE 3-4=-1171/604, 4-5= 1234/747, 5-6=-1234/747, 6-7=-1171/603 BOT CHOR 12-14= 385/966, 11-12=-370/966 WEBS 3-15=-977/716, 3-14=-472/907, 4-12=-215/411, 5-12=-342/266, 6-12=-215/411, 7-11= 473/907, 7-10=-977/716 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 9-0-0, Exterior(2) 9-0-0 to 24-6-15, nterior(1) 24-6-15 to 29-4-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions s own; umber DOL=1.60 plate grip DOL=1.60 3) Provide ad q..te �'.inage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This trus 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 betty len the bottom chord and any other members. 6) Provide m hanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 15 and 335 lb uplift at joint 10. Walter P. Finn PE No.22839 i MiTek USA, Inc. FL Cart 6634 ' 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 I ® WARNING - en"y design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 1ON312015 BEFORE USE. Design voild f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall sot building desig J. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSUWI/ CualOyCdfedd, DSB-89 and BCSI Bugding Component 6904 Parke East Blvd. Safety Informi yton3vailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205041 75196 F1 Hip 1 1 Job Reference (optional) cnamoers I Fuss, Inc., t-on Fierce, t-L , 2 4-0 6-8-0 11-0-0 3x4 = I 3x 6.00 F12 4x5 4 8-8-0 8.13U s Mar 11 Lui 6 MI I eK Inaustrles, Inc. Mon Jun 4 1 U:4/:bb 2ul u rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-ygjEdJSFdL6hC9eGys4QrVnjgO??S6NJiiO487z9hHl 4x8 = 4x5 = 5 23 24 25 26 6 14 13 12 3x4 = 3x6 3x8 = Scale=1:49.5 4x5 7 m 0 27 2x3 II `° 8 9 10 I? c 11 3x4 = 3x4 = 0 27-4-0 29-4-0 , LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 21 0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.10 14-15 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.20 14-15 >999 240 BCLL 10 ' Rep Stress Incr YES WB 0.64 Horz(CT) 0.03 11 n/a n/a BCDL 1 0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.04 12-14 >999 240 Weight: 154lb FT=20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORE 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-12 REACTIONS (lb/size) 15=1086/0-8-0, 11=1086/0-8-0 Max Ho rz 15=-146(LC 10) Max Uplift 15=-401(LC 12), 11=-335(LC 12) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1083/626, 5-6= 929/625, 6-7=-1084/625 BOT CHORD 14-15=-422/963, 12-14=-346/966, 11-12— 405/897 WEBS 3-15=-206/268, 4-15=-1123/746, 5-14=-5/259, 6-12=0/259, 7-11= 11231750, 8-11= 207/268 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 11-0-0, Exterior(2) 11-0-0 to 2 -9-3, Intedor(1) 22-9-3 to 29-4-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions s own; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as been designed for a live toad of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet. en the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 401 Ito uplift at joint 15 and 335 lb uplift at joint 11. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: June 4,2018 WARNING - erily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 10/03,2015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Truss system, fore use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall " building desig . Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WG Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf age, delivery, erection and bracing of trusses and truss systems, seeANSU711 QualityCldeft DSB-89 and SCSI BuUdhtg Component 6904 Parke East Blvd. '019ty Intanni i /lonovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205042 75196 F3 Hip 1 1 Job Reference (optional) unambers I uss, Inc., i-on Nierce, l-L 2- -0 7-8-0 0- -2 2- -0 5-4-0 LOADING TCLL TCDL BCLL BCDL LUMBER- 6.00 12 24 3 i 5-4-0 4x4 = 5 25 4 17 16 2X3 4x4 = F:�;p 4 0 7-8-0 -4-0 5-4-0 { SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.21 BC 0.24 W B 0.39 Matrix -MS 15 6.13u s Mar 11 2u1B MI I eK industries, Inc. Mon dun 4 1U:4/:b/ 2u1B rage 1 I D:9t?aHXT6DUKu3t7xhuW EDQzB01a-v3r_2_TV8zNPRToe3H7uwwt50pilw3jbAOVBD?z9hHG 6.4.0 21-8-0 27-0.0 29-4-0 29-p-2 3-4.0 5-4-0 5-4-0 2-4-0 0-0-2 4x4 = 6 26 \ 7 27 8 Scale: 1/4"=1' 9 12 14 13 12 11 ' 3x6 = 4x4 = 2x3 I I 0 21-8-0 27-0-0 27.4.0 29-4.0 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.1012-13 >999 360 MT20 244/190 Vert(CT) -0.1412-13 >999 240 Horz(CT) 0.02 11 n/a n/a Wind(LL) -0.OB 15-16 >999 240 Weight: 159lb FT=20% BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sneatning directly applied or 6-0-0 oc purlins. BOT CHORE 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 17=1066/0-8-0, 11=1086/0-8-0 Max Horz 17= 172(LC 10) Max Uplift 17= 401(LC 12), 11=-335(LC 12) FORCES. (I ) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1156/577, 4-5— 992/597, 5-6= 826/584, 6-7=-992/598, 7-8=-1156/575 BOT CHORD 15-16=-411/1067, 13-15=-257/863, 12-13=-396/979 WEBS 3-17= 979/655, 3-16=-560/1030, 4-15= 262/189, 7-13_ 262/188, 8-12=-564/1030, 8-11=-979/656 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=4ft; Cat. ll; Exp B; �quate icl., GCpi=0.18- MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 13-0-0, Exterior(2) 13-0-0 to 1 -4-0, Intehor(1) 20-6-15 to 29-4-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions sown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad drainage to prevent water ponding. 4) All plates a 3x4 MT20 unless otherwise indicated. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *Thistruss as 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 betwr en the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mE hanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 17 and 335 lb uplift at joint 11. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 A WARNING. Design valid f verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ' use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. i3efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe W h always requ i ed 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, seeANSUIPI► Qual/fyCrBeda, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety Infonn tlonavallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205043 75196 F4 Common 7 1 Job Reference (optional) chambers I fuss, Inc., tort werce, l-L 2-4-0 8-5-4 6-1-4 3x6 _ 4x4 5 4 v. i ou S Mar 11 CUl V IVII I er, IrMUS1I IeS, 111U. IVIUII UUII 'r I U:'rI:00 eu 10 raye I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-NFPMGKU8vGVG3dNrd?e7S8PGRDOxfXclOgFIIRz9hHF 20-10-13 27-0-0 29.4-0 29-6-2 6.2-12 6-1-4 2-4-0 0-6-2 4x4 = 6.00 FIT 6 24 // \\ 25 4x4 7 3x6 8 Scale =1:50.3 2x3 II 2s 2x3 II 23 9 3 V V 1 10 �V o � 15 2714 28 13 12 16 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 3x4 (1jJ�i 1^J 0-0 2 4 0 10-10-14 18-5-2 27-0-0 27- -0 29-4-0 0-0 0-4-0 8-6-14 7-6-4 8.6-14 0-4-0 24T LOADING ( 0SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.12 13-15 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.18 15-16 >999 240 BCLL .0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.03 12 n/a n/a BCDL 1 .0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.04 13-15 >999 240 Weight: 154lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12, 5-16 FORCES. TOP CHO BOT CHO WEBS NOTES- 1) Unbalance 2) Wind: AS( II; Exp B; E 14-8-0 to 1 DOL=1.60 3) This truss 4) *This trust will fit bete, 5) Provide mi at joint 16. (Ib/size) 12=1086/0-8-0, 16=1086/0-8-0 Max Harz 16=-193(LC 10) Max Uplift 12= 335(LC 12), 16=-401(LC 12) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 5-6� 1078/589, 6-7= 1078/590 15-16=-349/1075, 13-15=-164r788, 12-13— 346/970 6-13= 153/421, 7-12=-1123/617, 9-12=-279/321, 6-15— 154/421, 5-16= 11231617, 3-16=-279/321 roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft L=29ft; eave=4ft; Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 14-8-0, Exterior(2) 8-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber ate grip DOL=1.60 is been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. las 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 :n the bottom chord and any other members, with BCDL = 10.Opsf. hanical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift at joint 12 and 401 lb uplift WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE Design valid f r 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 appllcab0lty, of design parameters and properly incorporate this design Into the overall p� T !> building desi Is always reqL . Bracing Indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the &V6� tell" fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSW1I CualtlyCrBeda, DSO-89 and BCSI Buading Component 6904 Parke East Blvd. Sofetvinformatlonavallable from Truss Plate Institute, 218 N. Lee Slree1, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205044 75196 iF5 Common 1 1 Job Reference (optional) Cnamoers I russ, Inc., 1-on Fierce, i-L II 2.4.0 8-5-4 0-tA 2 2-4-0 6-1-4 2x3 11 18 3 14 3x4T u.l3u s mar 11 zul t1 MI I eK InausineS, Inc. NIOn Jun 4 1 u:4/:t v xui tl rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-rRzlTgVmgad7gnyl Bi9M?LyR6dLL0_yudK_I IuzghHE 14-8.0 20-10.13 26-1-15 24-q-0 29-4-0 29-6 6-2-13 6.2-12 5-9-3 0-4-1 2-4-0 0- -2 4x4 = Scale = 1:48.6 6.00 12 6 20 3.6 4x4\/ \\ 4x4 3x6 8 LOADING( f) SPACING- 2-0-0 TCLL 2 0 Plate Grip DOL 1.25 TCDL 0 Lumber DOL 1.25 BCLL 0 Rep Stress Incr YES BCDL 1 .0 Code FBC2017ITP12014 LUMBER- 13 2212 23 11 3x4 = 3x6 = 3x4 = CSI. TC 0.23 BC 0.40 W B 0.35 Matrix -MS 21 g 2x3 I a(t 10 Sx6 = 26-7-15 F?-I 27,-q-0 29-4-0 8-2-13 01411 2-4-0 DEFL. in (loc) Udef1 Ud PLATES GRIP Vert(LL) -0.1210-11 >999 360 MT20 244/190 Vert(CT) -0.2510-11 >999 240 Horz(CT) 0.03 10 n/a n/a Wind(LL) 0.0411-13 >999 240 Weight: 146lb FT=20% BRACING- TOPCHORC 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-10, 5-14 REACTIONS (lb/size) 10=886/0-8-0, 14=1077/0-8-0 Max Horz 14=171(LC 11) Max Uplift 10=-273(LC 12), 14=-396(1_C 12) FORCES. (I ) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-1060/592, 6-7=-1055/619 BOT CHORD 13-14=-422/1041, 11-13= 238r/56, 10-11=-428/929 WEBS 6-11— 158/396, 7-10=-1169/538, 6-13= 152/417, 5-14=-1104/622, 3-14=-275/322 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft L=27ft eave=oft Cat. II; Exp B; cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 14-8-0, Extehor(2) 14-8-0 to 1 -8-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 late grip DOL=1.60 3) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This trus 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 betw en the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide m hanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 10 and 396 lb uplift at joint 14. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 0 WAAN/NG • erlfy design parameters and READ NOTES ON THIS AND INCLUDED M/lEK REFERANCE PAGE MO-7473 rev, f0/0311075 BEFORE USE. Design valid to use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� A� MiTeW Is always requ d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricafbn, st age, delivery, erection and bracing of trusses and truss systems, seeANSVWI1 OualMyCrBeda, DSB-89 and BCSt BugdhV Component 6904 Parke East Blvd. Safety Inform, Aonavailabie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205045 75196 F6 Common - 3 1 Job Reference (optional) cnam0ers muss, Inc., rorr Fierce, r.L 2-4-0 6- 6.00 FIT U.13U S Mar 11 ZU1 ti MI I eK maustnes, Inc. Mon Jun 4 1 U:46:UU ZU16 rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzBOla-JeX7hOWORulzlxXDkPgbYZVbJ1 iX7Lu2s_krgKz9hHD 4x4 = 6 3x4 3x4 = 3x6 = 3x4 = ff_� x63x4 = Scale: 1/4°=1' 2-0-0 2r4-0 10-10-14 18-5-2 25-9-7 2- 00 4 0 8-6-14 7-6-4 7-4-5 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.12 10-12 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.17 12-13 >999 240 BCLL 0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.02 9 n/a rVa BCDL 1 0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.03 10-12 >999 240 Weight: 142lb FT=20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13 REACTIONS (lb/size) 13=1045/0-8-0, 9=854/Mechanical Max Horz 13=164(LC 11) Max Uplift 13=-385(LC 12), 9=-264(LC 12) FORCES. (I ) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6� 1006/564, 6-7= 938/565 BOT CHORD 12-13= 419/996, 10-12— 233/702, 9-10=-370/783 WEBS 6-12=-153/428, 6-10=-112/295, 4-13=-1054/596, 7-9=-998/476, 3-13=-275/322 NOTES- 1) UnbalancE 2) Wind: AS( II; Exp B; E 14-8-0 to 1 DOL=1.60 3) This truss 4) ` This trus! Will fit betty 5) Refer tog! 6) Provide m, at joint 9. roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45f; L=26ft; eave=4ft; Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 14-8-0, Extedor(2) e-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber ate grip DOL=1.60 Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 :n the bottom chord and any other members, with BCDL = 10.0psf. er(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 13 and 264 lb uplift Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MB-7473 rev. 10/032015 BEFORE USE. Design valld f use only with MITekO connectors. This design Is based only upon parameters. shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . 'Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� A, MiTek7 Is always reci d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sic j age, delivery, erection and bracing of trusses and truss systems, seeANSU/P11 QualByCiftdo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety intorm _ ponavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply 3409 Bent Pine / Q56675 T14205046 75196 GR1 Common Girder 1 2 Job Reference (optional) cnamoers rr 1SS, Inc., r-ori terce, I-L 2 t5.1 Ju s Mar 11 eul tl ivii I eK rrluustries, Iric. rvrun dun 4 I u:46:uJ eu I o raye I ID:9t?aHXT6DUKu3t7xhuWEDQzB01a-jDCFJ2YGkp7Y9OFoQYE19B71 REabJggUYyyVRfz9hHA V -0 220-0 26-11-z 111104 3619-412-1-0 d0.4-0 7314-10 4-10 1-z-0 4-11-2 4 200 5x6 II n nn Fi7 8 8HS 24 23 21 [a 22 ea Ju 21 20 J-1 j? Ud 19 J4 JS Jo 11 1 17 Jr Ja 16 as 4u 15 � 1 4214 4x5 = 6x8 = 4x4 = 5x8 = HUS26 Sx8 = HUS26 6x8 = 6x8 = HUS26 Bx10 = 6x8 = 3x10 11 HUS26 HU926 HUS26 HUS26 HUS26 4x4 = HUS26 HUS26 5x8 = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 f� HUS26 HUS26 5 Scale = 1:81.9 Plate Offsets X,Y -- 14:0-3-12 0-0-8 , 15:0-5-0,0-3-12 , 16:0-3-8,0-4-4 , 17:0-3-12,0-4-4 , 23:0-3-8,0-3-0 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.28 16-17 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.47 16-17 >999 240 MT18HS 244/190 BCLL 0 ' Rep Stress Incr NO WB 0.81 Horz(CT) 0.12 14 n/a n/a BCDL 1 0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.25 16-17 >999 240 Weight: 637lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD BOT CHOR 2x6 SP No.2 `Except` 14-18: 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 3-23,8-19,13-15: 2x4 SP M 30, 13-14: 2x6 SP No.2 REACTIONS (lb/size) 24=5574/0-8-0, 14=9215/0-8-0 Max Horz 24=-295(LC 23) Max Uplift 24=-2225(LC 8), 14=-3081(LC 8) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-392/149, 3-4=-8012/3144, 4-6= 8553/3440, 6-7=-7857/3225, 7-8=-6886/2855, 8-9= 6887/2855, 9-10=-9072/3503, 10-12— 11302/4083, 12-13= 12029/4132, 13-14=-7554/2619 BOT CHORD 2-24=-124/362, 23-24=-389/567, 22-23=-2752/7102, 20-22=-2930/7602, 19-20= 2644/6972, 17-19= 2894/8060, 16-17=-3506/10073, 15-16=-3638/10690, 14-15=-386/1184 WEBS 3-24=-5199/2104, 3-23= 2702/6938, 4-23— 930/393, 4-22-310/780, 6-22=-315/841, 6-20=-1029/453, 7-20=-752/1728, 7-19— 1755/842, 8-19-2405/5828, 9-19_ 3916/1338, 9-17=-1304/4106, 10-17=-3210/967, 10-16= 865/3217, 12-16=-826/194, 12-15=-327/697, 13-15=-3326/9722 Structural wood sheathing directly applied or 4-2-12 oc purlins, except end verticals. Rigid ceiling directly applied or 9-4-6 oc bracing. 1 Row at midpt 9-19 'NOTES- 1) 2-ply truss be connected together with 1Od (0.131 "&') nails as follows: Top chords onnected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom cho ds connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs conn cted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads ar considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connect ns have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalance roof live loads have been considered for this design. 4) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cat. 11; Exp B; E cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates a� MT20 plates unless otherwise Indicated. 6) This truss h s 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 bet_ �n the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bearing at j int(s) 14 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of earing surface. 9) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 2225 lb uplift at joint 24 and 3081 lb uplift at Join414. Welter P. Finn PE No.12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - I erw design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Designvaildfc use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trtns system. tore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTel is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSYMII AuaMyCdfedd, DSB-89 and SCSI BuIld/ngComponent 6904 Parke East Blvd. Safety lnfonnC{Bonavollabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205046 75196 GR1 Common Girder 1 2 Job Reference (optional) Chambers T(Qss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. Mon Jun 4 1 U:45:U3 2UId rage 2 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-jDCFJ2YGkp7Y9OFoQYEl9B71 REabJggUYyyVRfz9hHA NOTES- 10) Use US HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 40-11-4 to connect trusses) o front face of bottom chord. 11) Fill all nE I holes where hanger is in contact with lumber. LOAD CAS ' S) Standard 1) Dead + R of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ads (plf) V rt: 1-2— 14, 2-8— 54, 8-13— 54, 2-14=-20 Concentr ed Loads (Ib) V rt: 23=-461(F) 20=-420(F) 17=-597(F) 15=-1027(F) 27=-396(F) 28=-415(F) 29= 447(F) 30= 194(F) 31=-403(F) 33=-377(F) 34=-194(F) 36=-405(F) 37=-1020(F) 3--1023(F) 39= 1023(F) 40=-942(F) 41=-1131(F)42=-1222(F) 1 ® WARNING- erffy design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERANCE PAGE M0.7473 rev. 1010312015 BEFORE USE. Design valid fc i use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de Is always requ( Bracing Intllcated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing stability and to prevent collapse w th possible personal injury and property damage. For general guldcnce regarding the MiTek7 fabilcc Sofefv Informgflorpvtlalllable pp99dfor from Truss Plate Institute. 2 8 N. Lee Street. systems. to 312 Mexa�ai VA 2314dleda, DSB 89 and 8CS1 BuUd/ng Component Tampa, FL 33610 Blvd. Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205047 75196 GR2 Fiat Girder 1 1 Job Reference (optional) unamoers I Fuss, Inc., t-on Fierce, t-L 2- 2- 3x8 = 1 2x3 I I 2 8.130 s mar 11 2U18 ml I eK Industries, Inc. mon Jun 4 10:48:04 2018 Fage 1 ID:9t?aHXT6DU Ku3t7xhuW EDQzB01a-BPmd W OZuV6FPnYq_zFIXiPfibe_G26?dnci3z5z9hH9 6.2-7 7-10-8 3x10 = 3 Scale = 1:14.8 3x4 I I 4 9 7 10 6 11 5 HUS26 6x8 = HUS26 3x10 II HUS26 8 6x8 = I I r 2-8-1 5-2-7 7-10-8 2-8-1 2.6-5 2-8-1 LOADING ( f) SPACING- 210-0 CSI. DEFL. in (loc) Udefl Ud TCLL 2 0 Plate Grip DOL .25 TC 0.25 Vert(LL) -0.03 6-7 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.05 6-7 >999 240 BCLL 0 Rep Stress Incr NO WB 0.87 Horz(CT) 0.01 5 n/a n/a BCDL 1 0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.03 6-7 >999 240 LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD BOT CHOR 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD (lb/size) 8=1 531 /Mechanical, 5=1 531 /Mechanical Max Uplift 8=-511(LC 4), 5=-511(LC 4) FORCES. (I ) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1337/460, 1-2= 1901/631, 2-3=-1901/631 BOT CHORD 6-7= 633/1902, 5-6=-633/1902 WEBS 11 177=-758/2284, 3-6=-332/1126, 3-5=-2284/760 PLATES GRIP MT20 244/190 Weight: 49 lb FT = 20% Structural wood sheathing directly applied or 5-3-5 oc puffins, except end verticals. Rigid ceiling directly applied or 9-0-13 oc bracing. NOTES- 1) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; E 61., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip D0L--1.60 2) Provide ad quate drainage to prevent water ponding. 3)Thistrussf s been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) ` This trus 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 betty en the bottom chord and any other members. 5) Refer to gir Jer(s) for truss to truss connections. 6) Provide mE hanical connection (by others) of truss to bearing plate capable of withstanding 511 lb uplift at joint 8 and 511 lb uplift at joint 5. 7) Use USP S26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to T 11-4 to connect truss(es) to front face of bottom chord. 8) Fill all nail pies where hanger is in contact with lumber. 9) In the LOA I CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE() Standard 1) Dead + Ro Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo S (pif) Ve : 1-4=-54, 5-8= 20 Concentrat Loads (Ib) Vei: 9=-834(F) 10= 834(F) 11=-834(F) Walter P. Finn PE No.21839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 WARNING - erlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI--7473 rev. 10/032015 BEFORE USE. -- Designvalldfc use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a hods system. fore use, the building designer Must verify the applicability of design parameters and properly incorporate this design into the overall building desig Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing pA Mi YT ek- Is always req d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st< age, delivery, erection and bracing of trusses and truss systems, seeANS&VII Gual6yCderla, DSB-89 and BCSI Budd/ng Component 6904 Parke East Blvd. safetylntoml novailable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Mexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205048 75196 GR3 PIGGYBACK BASE GIRDE 1 3 Job Reference (optional) GnamUers i juss, mc., ron Fierce, rL 0. IOU 5 [vial' I I eu 10 rvu I er, Inuusu let$, mG. Men Jul 4 1 V:4o:uo Gu 10 rnye I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-4A08M]cPZLIrF98mC5pTsFgxW FJR_uBDhDgG6sz9hH5 40-8-5 48-9-7 1 5-7.14 10-9-4 1%11110 1 0 21-0-0 26-0-9 30-11-7 36-0-0 36r1}-0 44-5-11 48-3-0 0- 2 5-7.14 5-1-6 5-1-6� 1-$ 4-0-0 r 5-0-9 4-10.13 5-0-9 0-11 0 3-9.5 3-9-5 3-9-5 0�6h Plate Offsets 4x10 = 4x4 I _ 5x12 = 4x4 11 5x6 7 4x8 = 3x4 II 5x8 = 3x4 11 7x8 = 5x8 6.00 12 5x6 i 7 8 9 33 34 10 11 12 13 14 6 3x5 i 3x5 i r- 3x6 i 5 d, N CO 6o 3 4 d o 29 0 0 V. IV 4k 4x5 = 28 35 27 26 24 36 39 3�8 404i `,044 47 140 48 4�g 51 52 53 25 23 22 21 19 18 17 16 15 3x4 // 4x4 = 4x6 = 10x10 = 3x8 11 7x8 = 6x8 = 10x10 = 6x8 = 3x10 I I HUS26 7x8 = HUS26 HUS26 HUS264x6 = 3x4 11 HUS26 HUS26 4x6 = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 !/ HUS26 HUS26 HUS26 HUS26 17-0.0 40-8-5 48-9-7 1 4-7-14 1 8.9.4 1 12-10-10 1 16-8-0 ,21-0-00 26-0-9 30-11-7 36-0-0 a 1�-0 144-5-11 148.3-15 11 4-1.6 4.1.6 3-9-6 0- 0 40� -0-0 ' 5.0.9 4-10-13 5-0-9 11 0 3-9-5 3-9-5 3-to-4 o- 8 1-12J, J14:0-5-4,0-2-8J, J16:U-3-S,U-3-1'LJ, Jl LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud TCLL 2 0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.14 19-21 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.24 19-21 >999 240 BCLL 0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.01 30 n/a n/a BCDL 1 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.12 19-21 >999 240 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS FORCES. (I TOP CHORD BOT CHORD WEBS NOTES- 1) 3-ply truss Top chords Bottom chc Webs cony 2) All loads at ply connect 3) Unbalance) 4) Wind: ASC BRACING- 2x4 SP M 30 TOP CHORD 2x6 SP No.2 `Except* 14-15: 2x4 SP M 30, 20-24: 2x6 SP 240OF 2.0E BOT CHORD 2x4 SP No.3 `Except' 6-25,14-30: 2x6 SP No.2, 6-23,8-23,8-21,10-21: 2x4 SP M 30 (lb/size) 25=13289/0-8-0, 30=12712/0-5-7 Max Horz 25=371(LC 8) Max Uplift 25-5394(LC 8), 30=-4478(LC 5) Max Grav 25=13379(LC 2), 30=12887(LC 18) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-269/454, 3-5=-76211224, 5-6=-1253/1899, 6-7= 3870/1373, 7-8=-346511226, 8-9— 8459/2703, 9-10=-8459/2703, 10-11=-8989/2915, 11-12=-6447/2138, 12-13=-6447/2138, 13-14-86/269, 15-30=-1055/3015, 29-30=-9054/3074 2-28=-348/290, 27-28=-549/450, 25-27=-1174/971, 23-25=-16311999, 22-23=-2113/6817, 21-22=-2113/6817, 19-21-2633/8120, 18-19= 2642/8124, 17-18=-2642/8127, 16-17=-1253/3712 3-28=-437/547, 3-27=-653/503, 5-27=-418/402, 5-25=-603/525, 6-25=-11674/4469, 6-23=-3799/10208, 7-23-666/1608, 8-23=-8056/2868, 8-22= 1063/3422, 8-21-1522/4016, 10-21=-310/780, 10-19= 1050/2961, 11-19=-153/426, 11-17=-4760/1445, 13-17=-2493/7749, 13-16=-931/258, 16-29=-1771/5249, 13-29=-7645/2577 Scale=1:125.6 PLATES GRIP MT20 244/190 Weight: 1491 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. be connected together with 1 Od (0.131 "x3") nails as follows: onnected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. s connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x4 - 1 row at 0-7-0 oc. cted as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ins have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. roof live loads have been considered for this design. 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft B=45ft; L=49ft; eave=6ft Cat. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK nEFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component- not �° a truss system fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing � TN( Is always requ d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GualByCrBerla, DSB-69 and RCS/ BugdIng Component 6904 Parke East Blvd. Safety Intolln Bonavaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205048 75196 GR3 PIGGYBACK BASE GIRDE 1 3 Job Reference (optional) Chambers Tfoss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Jun 4 10:48:08 2018 Page 2 I D:9t?aHXT6DUKu3t7xhuW EDQzB01a-4AO8MIcPZLIrF98mC5pTsFgxW FJ R_uBDhDgG6sz9hH5 NOTES- 5) Provide a equate drainage to prevent water ponding. 6) This trus as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This trus, 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 i nembers, with BCDL=10.Opsf. 8) Bearing a joint(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide chanical connection (by others) of truss to bearing plate capable of withstanding 5394 lb uplift at joint 25 and 4478 lb uplift at joint 30. 10) Use US HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 14-0-0 oc max. starting at 3-11-4 from the left end to 48-2-3 to connect truss(es to back face of bottom chord. 11) Fill all n� I holes where hanger is in contact with lumber. LOAD CAS (S) Standard 1) Dead + R of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ads (plf) V rt: 1-2=-14, 2-7=-54, 7-10=-54, 10-11— 54, 11-14=-54, 2-15=-20 Concentr ed Loads (Ib) V rt: 15=-2754(B) 22=-1292(B) 35=-306(B) 36=-1292(B) 37=-1292(B) 38=-1292(B) 40=-1292(B) 41=-1292(B) 43= 1292(B) 44=-1292(B) 46=-1292(B) 47=-1292(B) 4 =-1292(B) 49= 1292(B) 50=-1292(B) 52= 1292(B) 53=-1292(B) ® WARNING - erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid to use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system efore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desig Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf age, delivery, erection and bracing of trusses and Truss systems, seeANSI/1P11 Aual6yCiffadd, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safely lnloim Umovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205049 75196 GR4 FLAT GIRDER 1 2 Job Reference (optional) Chambers T ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jun 4 10:48:09 2018 Page 1 I D:9t?aHXT6DUKu3t7xhuW EDQzB01a-YNaWZ5c1 KftitJjymoKiPSM9jfsYjYW NwtPgeJz9hH4 3-2-0 6-4-0 3-2-0 3-2-0 2x3 3x4 = Scale = 1:21.0 1 3x4 = 2 3 7 8 3x8 = 3x4 11 /l1 S1 cgs° L�ul'✓I �'—Z =5��1 xZ'/ir yp S 52eU-/S LOADING( TCLL 2 TCDL BCLL BCDL 1 f) 0 0 0 ' �0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017fTP12014 CSI. TC 0.16 BC 0.02 W B 0.15 Matrix -MP DEFL. in (loc) Udefl Lid Vert(LL) -0.00 5 >999 360 Vert(CT) -0.01 5 >999 240 Horz(CT) -0.00 4 n/a r11a Wind(LL) 0.00 5 >999 240 PLATES GRIP MT20 2441190 Weight: 85lb FT=20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOTCHORE 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=767/Mechanical, 4=678/Mechanical - Max Uplift 6=-275(LC 4), 4=-246(LC 4) FORCES. (I j - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-737/279, 1-2— 544/196, 2-3=-544/196, 3-4= 647/250 WEBS I 1-5=-27W772, 2-5=1037/423, 3-5=-278/772 NOTES- 1) 2-ply truss o be connected together with 1 Od (0.131 "xX) nails as follows: Top chordE connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom ch ds connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs conr 3cted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads at considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connec ons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; cl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide ad quate drainage to prevent water ponding. 5)Thistrussl s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trus 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 betty en the bottom chord and any other members. - 7) Refer to gi er(s) for truss to truss connections. 8) Provide ME chanicall connection (by others) of truss to bearing plate capable of withstanding 275 lb uplift at joint 6 and 246 lb uplift at joint 4. 9) Hanger(s) o, other connection devices) shall be provided sufficient to support concentrated load(s) 416 lb down and 241 lb up at 1-8-12, anc 582 lb down and 308 lb up at 3-8-12 on top chord. The design/selection of such connection device(s) is the responsibill . of others. LOAD CASE() Standard 1) Dead + Ro ll Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (plf) Ve : 1-3=-54, 4-6— 20 Concentrat d Loads (lb) WalterP. Finn PE No.22839 Ve : 7=-416 8— 582 MiTek USA, Inc. FL Cart 6634 - 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erW design parameters and READ NOTES ON THIS AND INCLUDED MD-EK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid f r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component" not �° a truss system Pefore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desIG n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 is always reclu lied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSUiPII Qua/tlyCdfedo, DS"P and BCSI BuUdfny Component 6904 Parke East Blvd. Saretvinfor n Bon avatlabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria" VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205050 75196 GR5 Roof Special Girder 1 1 Job Reference (optional) Gnambers I rrlss, Inc., fort Pierce, I-L 6.00 12 5 8.130 s Mar 11 201 B MI I eK Industries, Inc. Mon Jun 4 10:48:10 2018 Paget ID:9t?aHXT6DU Ku3t7xhuW EDQzB01a-OZ7vnRdf4y?ZVTHBKW sxygvFJ36GSxW W 9X9NAlz9hH3 21.1.0 28-5-4 36-1-0 6-6-12 7-4-4 7-7-12 5x6 = 6 7 3x6 8 Scale = 1:62.1 4x5 5x6 = 1 2 3 4x5 9 1 n IC�' N 18 20 17 21 16 15 14 13 12 11 10 SNP3 SNP3 3x8 = 3x6 = 3x8 = 3x6 — 4x4 = q � 4- 3-4-4 6-5-0 7-11-8 14-6-4 21-1-0 28-5-4 36-1-0 3-4-4 3-0-12 1-6-8 6-6-12 6-6-12 7-4-4 7-7-12 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.08 14-16 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.16 14-16 >999 240 BCLL 0 ' Rep Stress Incr NO WB 0.42 Horz(CT) 0.03 10 n/a n/a BCDL V 0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 11-13 >999 240 Weight: 206lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc pudins, BOT CHOR 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 7-13 REACTIONS (lb/size) 18=286/Mechanical, 16=1845/0-8-0, 10=1040/Mechanical Max Horz 18=192(LC 7) Max Uplift 18= 271(LC 4), 16— 679(LC 8), 10= 322(LC 25) Max Grav 18=326(LC 17), 16=1845(LC 1), 10=1040(LC 1) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-206/392, 2-3= 263/690, 3-4=-263/690, 4-5— 1262/420, 5-6=-1066/428, 6-7=-1079/424, 7-9= 1486/473, 9-10=-969/340 BOT CHORD 16-17=-456/239, 13-14= 278/1080, 11-13=-348/1257 WEBS 1-17= 446/233, 2-17=-194/369, 4-14=-277/1001, 5-13— 319/163, 6-13— 195/553, 7-13� 515/237, 9-11= 283/1100, 4-16=-1307/485, 2-16=-983/522 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=36ft; eave=5f; Cat. II; Exp B; cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) All plates a 3x4 MT20 unless otherwise indicated. 5) This truss ft is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ias 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 betty en the bottom chord and any other members. 7) Refer to gir er(s) for truss to truss connections. 8) Provide m ilanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 18, 679 lb uplift at joint' an 322 Ib uplift at joint 10. 9) Use USP Sl P3 (With 8d x 1-1/2" nails Into Girder & 8d x 1-1d' nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-9-12 fro he left end to 3-9-12 to connect truss(es) to back face of bottom chord. 10) Fill all nail oles where hanger is in contact with lumber. 11) SNP3: A r1inimum of (6) 8d x 1-1/2" nails are required Into each member. All nailing is required in face of supported chords. For sloped ap lications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 12) In the LO D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE() Standard 1) Dead + Ro Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve, 1-4=-54, 4-6= 54, 6-9= 54, 10-18=-20 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MllekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building deslg . Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi 'eiz!� Is always. requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i4 fabrication, sto age, delivery, erection and bracing of trusses and truss systems, sooANSVW11 Quality Cdledd, DSB-89 and BCS1 Bu/lding Component 6904 Parke East Blvd. Safety Inform „ navallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine,/ Q56675 T14205050 75196 GR5 Roof Special Girder 1 1 Job Reference (optional) Chambers T[Pss, Inc., Fort Pierce, FL LOAD CASS) Standard Concentr ted Loads (lb) rt: 20=-261 (B) 21=-261(B) 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jun 4 10:48:10 2018 Page 2 ID:9t?aHXT6DUKu3t7xhuW EDQzBOla-OZ7vnRdf4y?ZVTHBKWsxygvFJ36GSxW W 9X9NAlz9hH3 0 WARNING - edfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 10/03/2015 BEFORE USE. Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional terriporary and permanent bracing MiTeW Is always requ ed for stablilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeAtlSWII AualByWeda, DSB-89 and BCSI Bulld1Rg Component 6904 Parke East Blvd. Safetylnfolm Roltavollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205051 75196 GR6 Common Girder 1 1 Job Reference (optional) Gnambers ij�ss, Inc., I-OnT'IerCe, I-L u.1:iU s Mar 11 2Ulb MI IeK mousines, Inc. mon Jun 41U:4u:11 euits rage l ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-UlhH_neHrG7Q6dsLuDNAUtSR1TSmBLVfOBUxjBz9hH2 2-4-0 8-6-0 14-8-0 18-6-13 22-5-10 25.1%3 0- -2 2-4-0 6-2-0 6-2-0 3-10-13 3-10-13 3-4-9 9-1 4x4 = 6 Scale=1:54.1 3x4 i 4 44 g 3 m21 IT tiI 11 0 17 16 15 14 13 12 11 10 2x3 I I 4x4 = 3x8 = 4x6 = 3x4 = 3x4 11 5x8 11 3x4 = I HUSUS26 2--0 2 4 0 8-6-0 14-8-0 1& -13 22-5-10 23-10-3 2�-7-15 2-0-0 0 0.4-0 6-2-0 6-2-0 3-10-13 3-10-13 3-4-9 -9-1 Plate Offsets X,Y -- 10:Ed e,0-3-8 , 11:0-4-0,0-4 12 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.04 15-16 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.09 15-16 >999 240 BCLL c 0 ' Rep Stress Incr NO WB 0.63 Horz(CT) 0.02 10 n/a n/a BCDL V 0 'Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.04 15-16 >999 240 Weight: 169lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORDS 2x4 SP M 30 *Except` 10-14: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 17=1119/0-8-0, 10=2359/Mechanical Max Horz 17=171(LC 7) Max Uplift 17— 411(LC 8), 10=-775(LC 8) FORCES. (It) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-1234/389, 5-6=-985/381, 6-7=-947/393, 7-8=-1184/429, 8-9— 954/330, 9-10=-1990/639 BOT CHORD 15-16=-292/1040, 13-15=-264/1016, 12-13= 349/1161, 11-12= 349/1161 WEBS 3-17=-1004/416, 3-16= 300/1050, 5-15= 350/171, 6-15=-202/549, 7-15=-397/176, 8-11=-753/398, 9-11=-492/1650 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalancicl., roof live loads have been considered for this design. 2) Wind: AS7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp B; GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This trussI I as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *Thistruss as 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 betty en the bottom chord and any other members. 5) Refer to gir er(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 17 and 775 lb uplift at joint 10. 7) Use USP H US26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 25-10-3 from the left end to connect truss(es) to front face o bottom chord. 8) Fill all nail I )les where hanger is in contact with lumber. 9) In the LOA CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE() Standard 1) Dead + Rod Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve : 1-2=-14, 2-6=-54, 6-9=-54, 10-18=-20 Concentrat Loads (lb) Vei; 11=-1514(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erny design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid fo use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component noT . a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . ,Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing T B V i i.ek . Is always reeclu fabrication, st ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 0age, delivery, erection and bracing of imsses and truss systems, seeAAKWMII CualRyCdleda, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safetylntalm n3vallabie from Truss Plate Institute, 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205052 75196 GR7 Flat Girder 1 2 Job Reference (optional) Chambers T Oss, Inc., Fort Pierce, FL 1 3x4 = AA Psi 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jun 4 10:48:12 2018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzBOla-yyFfC7fwcaFGknRXRxuP15_gossswvlpereUFez9hH1 2-6.8 5-0-15 2-6-8 2-6-8 V1:'IZ`o'Z_SQS HUS26 6 3x4 11 2x3 I I 2 3x4 = 3 5 10 4 1L �I. 3x8 = HUS26 I 3x4 II , Scale = 1:21.0 2-6-8 5-0.15 2-6-8 2.6-8 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.11 Vert(CT) ,-0.01 5 >999 240 BCLL 0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.00 6 n/a n/a BCDL 1 0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.00 5 >999 240 Weight: 82lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=1037/Mechanical, 4=1142/Mechanical Max Uplift 6— 412(LC 4), 4= 469(LC 4) FORCES. (1 -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-854/358, 1-2=-598/242, 2-3=-598/242, 3-4=-990/425 WEBS 1-5=-384/950, 2-5=-869/444, 3-5=-384/950 NOTES- 1) 2-ply truss be connected together with 1 Od (0.131 °x3°) nails as follows: Top chords onnected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom ch ds connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads arconsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connec ons have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45111; L=24ft; eave=oft; Cat. 11; Exp B; E cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide ad equate drainage to prevent water ponding. 5) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss as 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 betty n the bottom chord and any other members. 7) Refer to gir er(s) for truss to truss connections. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 412 lb uplift at joint 6 and 469 lb uplift at joint 4. 9) Use USP H S26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-5-7 from the left end to -5-7 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger Is in contact with lumber. 11) Hanger(s) Or other connection device(s) shall be provided sufficient to support concentrated load(s) 416 lb down and 294 lb up at 1-8-11, an 561 lb down and 368 lb up at 3-8-11 on top chord. The design/selection of such connection device(s) is the responsibi ty of others. LOAD CASE( ) Standard 1) Dead + Ro Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P.Finn PE No.22839 Uniform LoE s (pit) MiTek USA, Inc. FL Cert 6634 Ve 1-3=-54, 4-6=-20 6904 Parke East Blvd. Tampa FL 33610 Concentrat Loads (lb) Date: Ver 7=-416 8=-561 9=-424(B) 10= 424(B) June 4,2018 Q WARNING - erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. f0/03/2015 BEFORE USE. valid f use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not sot a truss system. fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desig Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe�� Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSUVII CDa19yCrMerla, DSB-89 and SCSI Bulldhv Component 6904 Parke East Blvd. Safetyfnlorm lbrlovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205053 75196 GRB Roof Special Girder 1 2 Job Reference (optional) Chambers Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Jun 4 10:48:14 2018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-vKNPdogA8BW_z4bvZMwt6W4ulgOPOdQ6497bJWz9hH? 2-4-0 4-7-4 8-8-0 -7- 13.9-0 17-6-5 21-3-11 25-1-0 25- 15 0- •2 2.4-0 2-3-4 4-0-12 -11- 4-2-0 3-9-5 3-9-5 3-9-5 0- -15 3x4 11 Scale = 1:62.1 10 18 — " 16 — 14 13 12 11 3x4 = 6x8 = 4x4 = 5x8 MT18HS = THD26-2 10x10 — 7X8 = 7x8 MT18HS THD26=2 12x12 = 7x8 =Special HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 Plate Offset X, -- 6:0-6-0,0-3-4 , 8:0-1-8,0-2-0 , 9:0-1-8,0-2-0 , 11:Edge, 0-4-4 , 12:0-3-8,0-3-12 ,.13:0-3-8,0-5-0 14:0-3-8,0-4-12 , 16:0-3-8,Edge], rl8:0-3-8,0-4-4 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 210 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.24 13-14 >999 360 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.43 13-14 >635 240 MT18HS 244/190 BCLL .0 ' Rep Stress Incr NO WB 0.94 Horz(CT) 0.07 11 n/a n/a BCDL 1 0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.21 13-14 >999 240 Weight: 405lb FT=20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD BOT CHORE 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* BOT CHORD 5-16,8-13,9-12,9-11: 2x4 SP M 30 WEBS REACTIONS (lb/size) 11 =8451 /Mechanical, 18=7071/0-8-0 Max Horz 18=359(LC 21) Max Uplift 11=-2187(1-0 8), 18=-2257(LC 8) FORCES. (I ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 530/204, 3-4=-714/255, 4-5— 9315/2943, 5-6=-12633/3819, 6-7= 13389/3873, 7-8=-8778/2379, 8-9=-3997/977 BOT CHORD 2-18— 198/535, 17-18— 2433/6833, 16-17=-2991/9092, 14-16— 3638/11333, 13-14=-4063/13334, 12-13=-2305/7834, 11-12_ 979/3554 WEBS 4-17=-879/2917, 5-17=-1420/233, 5-16= 3004/10428, 6-16=-7058/1998, 6-14=-622/2846, 7-14=-633/1452, 7-13=-7849/2509, 8-13=-2520/8406, 8-12= 7766/2405, 9-12= 2234/8473, 9-11= 7807/2150, 3-18=-483/191, 4-18= 8879/2819 Structural wood sheathing directly applied or 3-7-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 10-11, 7-13, 8-12, 9-11 NOTES- 1) 2-ply truss be connected together with I Od (0.131 "x3") nails as follows: Top chord be as follows: 2x4 - 1 row at 0-7-0 oc. Bottom ch� ds connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs con cted as follows: 2x4 - i row at 0-9-0 oc. 2) All loads ar considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connect Ins have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=251t; eave=4fh Cat. II; Exp B; E icl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide ad uate drainage to prevent water ponding. 5) All plates a MT20 plates unless otherwise Indicated. 6) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss as 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 betty n the bottom chord and any other members. 8) Refer to gir er(s) for truss to truss connections. 9) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 2187 lb uplift at joint 11 and 2257 lb uplift at join 18. 10) Use USP HD26-2 (With 16d nails Into Girder & 1 Od nails into Truss) or equivalent at 15-0-8 from the left end to connect truss(es) to front fac a of bottom chord. 11) Use USP HD26-2 (With 16d nails into Girder & 1od nails into Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to back face f bottom chord. 12) Use USP I JUS26 (With 16d nails Into Girder & 16d nails Into Truss) or equivalent spaced at 4-0-0 oc max. starting at 9-0-12 from Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 WARNING - 11 edfy design parameters and READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. -- Design valid i use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� �� MiTeW Is always requ, d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of Trusses and truss systems, seeAAISW11 AualllyCliteda, DSB-89 and BCSI Build/ng Component 6904 Parke East Blvd. Safety Intbim novailable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205053 75196 GR8 Roof Special Girder 1 n G Job Reference (optional) Chambers Tr ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK industries, Inc. Mon Jun 4 10:48:14 nits Page 2 ID:9t?aHXT6DU Ku3t7xhu W EDQzB01a-vKN PdogA8 B W_z4bvZMwt6W4ulgOPOdQ6497bJ Wz9hH? NOTES- 13) Fill all n I holes where hanger Is in contact with lumber. LOAD CASES) Standard 1) Dead + R f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ads (pif) V rt: 1-2= 14, 2-5=-54, 5-6= 54, 6-7=-54, 7-10= 54, 2-11=-20 Concent r ed Loads (Ib) dV ,rt: 11— 1003(B) 15=-1360(B) 12=-994(B) 21= 1835(B) 22= 1373(B) 23=-1369(B) 24=-2474(F=-1122, B=-1352) 25=-1254(B) 26= 1001(B) 27= 994(B) ® WARNING - enty design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE Design valid i use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system building desl21fternavallable fore use, the building designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicafed Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing p�T Mi Is always reqed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iek fabrlcaTion, sage, delivery, erection and bracing of trusses and truss systems, seeANSVWI1 QualOyCrB®da, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Saratvinlorm from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205054 75196 GRA HALF HIP GIRDER 1 2 Job Reference (optional) Chambers i r ss, inc., fort Merce, r-L 0. IJU `S Ma 11 LU 101VII I WN IlIUUJIIieS, ll C. Mo I Jun� IU.YO.GG GU 10 Faye I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-gtsRIXnBGeWsxJCS1131RCPM2u8uGFIHvP3Ob2zghGt 3- -4 7-0-0 10-0-0 12-4-0 17.4.5 22-4-11 27.5.0 32-10-10 39.2.8 43-6-6 4%0.0 0- -2 3- 1 -43-2-12 3.0-0 2-4-0 5-0-5 5-0-5 _ 5-0-5 5-5-105-3-14 5-5-10 Scale =1:84.7 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6.00 Sx6 = 2 Special 4x6 = NAILED 3x10 = 3x6 = NAILED 4x5 = NAILED3x10 = 3x6 = NAILED 3x6 __ NAILED 3 304 31 5 32 3334 6 3536 7 8 37 38 939 40 41 10 4243 11 1244 45 13 46 47 48 14 m 2f 0 4 52 53 23 54 55 2256 21 Io 57 49 50 26 51 256x8 = NAILED 3x10 = 7x8 = 20 59 60 19 ' 18 61 17 62 63 16 64 65 66 15 4x5 = Special 4x10 = NAILED NAILED NAILED NAILED 5x6 = 3x6 = 3x8 = NAILED NAILED 5x6 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 12d-0 5-3-4 9-&0 1 -0 174-5 22d-11 27-SO 22210-10 2 2-6 43-f:6 49-0-0 3-4 4-4-12 . 0 2-4-0 5-0-5 SO-5 S65 SS70 53-14 53-14 SS10 Plate Offsets KY)-- 3:0-3-0,0-2-0 , 19:0-3-0,0-1-12 , 21:0-6-4,0-4-12 , 24:0-2-0,0-3-0 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2C 0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.34 21 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.60 21-22 >783 240 BCLL C 0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.17 15 n/a n/a BCDL 1 C .0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.36 21 >999 240 Weight:541 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-25,9-20: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-26: 2x6 SP No.2 REACTIONS. (lb/size) 15=1812/Mechanical, 26=3093/0-8-0 Max Harz 26=131(LC 8) Max Uplift 15=-803(LC 8), 26=-1764(LC 8) Max Grav 15=1855(LC 18), 26=3093(LC 1) FORCES. (I TOP CHORD BOT CHORD I WEBS NOTES- 1) 2-ply truss t Top chords Bottom cho Webs cony 2) All loads an ply connect! 3) Unbalancec 4) Wind: ASCI II; Exp B; EI 5) Provide adE 6) All plates at 7) This truss h 8) * This truss will fit betWE 9) Refer to gin 10) Provide m uplift at jot 1 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-387/672, 3-4— 763/1139, 4-5= 949/375, 5-6= 981/387, 6-8— 5752/2352, 8-9= 5752/2352, 9-10= 7095/2962, 10-12= 4066/1752, 12-13=-4066/1752 2-26=-515/396, 5-24— 332/233, 23-24=-1474/3713, 22-23— 1474/3713, 21-22=-3011/7226, 9-21=-93/431, 19-20=-151/378, 17-19=-2077/4888, 16-17=-1077/2475, 15-16= 1077/2475 3-26=-968/772, 4-26=-1618/685, 24-26=-11381768, 4-24=-797/1931, 6-24=-3536/1713, 6-22=-1160/2383, 8-22= 405/281, 9-22= 1709/829, 19-21— 1971/4618, 10-21=-981/2419, 10-19= 867/481, 10-17=-989/390, 12-17=-374/274, 13-17=-812/1913, 13-16=0/316, 13-15=-2942/1280 } be connected together with 1 Od (0.131 "x3") nails as follows: il,onnected as follows: 2x4 - 1 row at 0-9-0 oc. s connected as follows: 2x4c 1 row at 0-9-0 oc. cted as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Econsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ns have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. icl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 tuate drainage to prevent water ponding. 3x4 MT20 unless otherwise indicated. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fi ias 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 in the bottom chord and any other members. r(s) for truss to truss connections. ,1chanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 15 and 1764 lb it 26. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - 111111 erily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building'component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . 'Bracing Indicated is to preventbuckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTele Is always requy d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st< age, delivery, erection and bracing of trusses and truss systems, seeANS111PI► QualityCdlerb, DSB-89 and BCSI BUBdh7g Component 6904 Parke East Blvd. Safety Infoml , navailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / 556675 T14205054 75196 GRA HALF HIP GIRDER 1 2 Job Reference (optional) Chambers TrIU', ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Mon Jun 410:48:22 201.8 Page 2 I D:gt?aHXT6DUKu3t7xhuW EDQzB01a-gtsRIXnBGeWsxJCS1131RCPM2u8uGFIHvP3Ob2zghGt NOTES- 12) Hanger( or other connection device(s) shall be provided sufficient to support concentrated load(s) 324 lb down and 337 lb up at 7-0-0 on top chord, and 135 lb down and 76 I up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CAS �S) Standard 1) Dead + R f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L iads (plf) V rt: 1-2=-14, 2-3=-54, 3-14=-54, 25-27=-20, 21-24=-20, 15-20=-20 Concentr ed Loads (lb) V rt: 3=-130(F) 7= 48(F) 18= 13(F) 6=-48(F) 23=-4(F) 19-13(F) 10-40(F) 11-40(F) 30= 40(F) 31-40(F) 32=-48(F) 33=-48(F) 36=-48(F) 37-48(F) 38= 48(F) 3 48(F) 40=-40(F) 41=-40(F) 43=-40(F) 44-40(F) 45=-40(F) 46=-40(F) 47=-40(F) 48-40(F) 49-110(F) 50-13(F) 51=-13(F) 52-4(F) 53=-4(F) 54=-4(F) 5 ,1-4(F) 56-4(F) 57=-4(F) 58=-4(F) 59-13(F) 60= 13(F) 61=-13(F) 62=-13(F) 63=-13(F) 64=-13(F) 65=-13(F) 66=-13(F) ® WARNING - I lerify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03,2015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary anti permanent bracing a, 9 pA iT eW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualifyCrBedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Informc Bon3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205055 75196 GRB Hip Girder 1 1 Job Reference (optional) GnamDers I i �ss, Inc., tort Nlerce, rL 6.13U s mar 11 2U18 MI I eK mausines, inc. man Jun 4 1 U:48:2b ZU1 b rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-4SXawZp3YZuQonx1 iAdS2g1 p266PTadjcNHgBNz9hGq 44•o-2 2-4- 7-0-0 12.1-3 17-2.1 22.0.0 26-11.7 31.10.13 37-0-0 41-8-0 44-0-0 0. 2 2-4- 4-8-0 5-1-3 4-it-7 4-11-7 4-11-7 4-11-7 57-3 4-8-0 2-4-0 2 Scale=1:74.7 NAILED Special NAILED NAILED NAILED NAILED 3x4 11 NAILED NAILED NAILED NAILED NAILED 5x8 = Special 6.0 12 NAILED 3x4 II NAILED 3x8 = NAILED 46 = 3x8 = 3x4 II NAILED 5x8i� = 4 32 33 5 34 35 366 37 38 7 8 39 9 40 41 42 10 43 44 11 25 24 45 46 23 47 48 22 21 49 50 20 51 52 19 18 53 54 17 55 56 16 3x5 = 6 11 5x6 = 4x12 = 5x8 MT18HS = 3x8 = NAILED 3x4 11 4x12 = NAILED 5x6 = 'Special NAILED NAILED NAILED NAILED 3x4 I I NAILED 5x8 MT18HS = NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED Plate LOADING (f SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d TOLL 2 Plate Grip DOL 1.25 TO 0.46 Vert(ILL) -0.45 20 >999 360 TCDL Lumber DOL 1.25 BC 0.85 Vert(CT) -0.82 20 >576 240 BOLL ' Rep Stress Incr NO WB 0.97 Horz(CT) 0.17 15 n/a n/a BCDL 1 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.55 20 >863 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 FORCES. (I TOP CHORD BOT CHORDI WEBS NOTES- 1) Unbalance 2) Wind: ASC II; Exp B; E 3) Provide ad 4) All plates a 5) This truss 1 6) ' This trus,, will fit betw 7) Provide me uplift at joir 8) "NAILED" j 9) Hanger(s) 7-0-0, and at 36-11-4 10) In the LO, (lb/size) 25=2238/0-8-0, 15=2238/0-8-0 Max Horz 25=-101(LC 6) Max Uplift 25=-1154(LC 8), 15=-1090(LC 8) 4x6 m 12 6 r7 13Im O 15 3x6 11 3x5 = 44-0-0 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 235 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3-4— 2896/1464, 4-5=-4338/2165, 5-6=-4338/2165, 6-7=-5700/2797, 7-9=-5700/2797, 9-10=-4338/2175, 10-11= 4338/2175, 11-12=-2896/1480 23-24=-119512570, 21-23=-2504/5394, 20-21=-2504/5394, 19-20� 2509/5377, 17-19=-2509/5377, 16-17=1210/2514 3-25=-2133/1125, 3-24=-1288/2586, 4-24= 437/302, 4-23= 1021/2228, 5-23— 401/292, 6-23=-1277/580, 6-21=0/270, 6-20� 199/441, 7-20=-370/269, 9-20— 192/440, 9-19=0/270, 9-17=-1277/575, 10-17= 401/292, 11-17= 1014/2228, 11-16=-437/292, 12-16_ 1254/2586, 12-15= 2133/1093 11 roof live loads have been considered for this design. 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=44ft; eave=51t; Cat. cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 uate drainage to prevent water ponding. MT20 plates unless otherwise indicated. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. hanical connection (by others) of truss to bearing plate capable of withstanding 1154 lb uplift at joint 25 and 1090 lb 15. icates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. other connection device(s) shall be provided sufficient to support concentrated load(s) 324 lb down and 336 lb up at 4 lb down and 336 lb up at 37-0-0 on top chord, and 110 lb down and 76 lb up at 7-0-0, and 110 lb down and 76 lb up n bottom chord. The design/selection of such connection device(s) is the responsibility of others. JP CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(�1 Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve 1-2=-14, 2-4=-54, 4-11=-54, 11-13=-54, 13-14=-14, 26-29=-20 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 WARNING - lly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. ' Design valid fse only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �`Braclng a truss system.fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building deslg Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiiT191C is always requi{{r d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. stcSofely/nfolm6�lonavatlable gdfeda, DSB-89 and SCSI Bugd019 Component from Truss Plate Institute, 218 N. Lee Street, Su to 312 Alexandria. VVA 231 Tampa, FL 336101vd. Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205055 75196 GRB Hip Girder 1 1 Job Reference (optional) Chambers ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jun 4 10:48:26 2u18 Page 2 ID:9t?aHXT6DUKu317xhuW EDQzBOla-Ye5y8vgiJtOHQwW DGt8hb2a_oWSeClttgl l Dkgz9hGp LOAD CAS (S) Standard ConcentJ3=-40(B) ed Loads (lb) it: 4— 130(B) 8=-40(B) 11=-130(B) 24— 11O(B) 6=-40(B) 21— 13(B) 19=-13(B) 9— 40(B) 16=-110(B) 32=-40(B) 33=-40(B) 34=-40(B) 35=-40(B) 37— 40(B) 39— 40(B)41=-40(B) 42= 40(B)43=-40(B) 44=-40(B)45=-13(B)46=-13(B)47=-13(B) 48=-13(B) 49-13(B) 50=-13(B) 51=-13(B) 52=-13(B) 53=-13(B) =-13(B) 55=-13(B) 56=-13(B) WARNING a design parameters and READ NOTES ON THIS AND INCLUDED M►TEK REFERANCE PAGE MIh7473 rev. 10/03&015 BEFORE USE. Design valid f r use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss system Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall, building desl Is always req . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i -d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mew fabrication, st rage, dellvery, erection and bracing of trusses and truss systems, seeANSbVI1 Quality Criteria, DSB-89 and SCSI Bu11dhVComponent 6904 Parke East Blvd. Safetylnfaim . Horovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205056 75f96 GRC Half Hip Girder 1 1 Job Reference (optional) Chambers I rlyss, Inc., t-ort Pierce, FL m21 0 1 3x4 = I 3-2-12 3-8-0 Special NAILED 4x8 = 2x3 11 NAILED 12 4 24 25 5 26 3x4 i 3 - 20 19 36 i8 37 2x3 II 3x4 = NAILED 4x10 = Special NAILED 7-0-0 14-4-0 8.130 s Mar 11 2018 Mi I eK Industries, Inc. Mon Jun 4 10:48:28 2018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-U1 DiZbryrUG?fEgcNIA9gTfLKJH6g?4AILW Koiz9hGn 18-9-14 23.2-0 27-6-2 32-0-0 3-8-0 4-5-14 4.4-2 4-5-14 Scale=1:54.3 NAILED NAILED NAILED NAILED NAILED NAILED 5x10 = 2x3 I 3x6 = 3x8 = 2x3 I I 3x4 = NAILED NAILED NAILED NAILED 27 6 28 29 30 7 8 9 31 32 3310 34 35 11 38 17 39 16 40 15 41 NAILED 3x6 11 3x6 = 4x10 = NAILED NAILED NAILED NAILED 14 42 4313 44 45 12 2x3 11 NAILED 3x8 = NAILED 3x4 11 NAILED NAILED NAILED Plate Offsets 1l1X,Y)— [4:0-5-4,0-2-01 LOADING (p f) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.02 14 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.03 14-15 >999 240 BCLL C 0 ' Rep Stress Incr NO WB 0.73 Horz(CT) 0.02 12 n/a r1/a BCDL ic 0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.02 14 >999 240 Weight: 186lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. 6-17: 2x6 SP No.2 FORCES. (I. TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalance 2) Wind: AS II; Exp B; 3) Provide ai 4) This truss 5) . This truE will fit beh 6) Refer to g 7) Provide m at joint 17 8) "NAILED" 9) Hanger(s) 7-0-0 on b the respor 10) In the LC LOAD CASE 1) Dead + Ri Uniform L (lb/size) 12=328/Mechanical, 17=2911/0-8-0 Max Horz 17=131(LC 25) Max Uplift 12= 191(LC 5), 17=-1884(LC 8) Max Grav 12=481(LC 18), 17=2911(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-161/295, 3-4=-345/603, 4-5=-964/1428, 5-6=-964/1428, 6-7= 107011200, 7-9— 1070/1200, 9-10— 371/127, 10-11— 371/127, 11-12=-426/205 18-19=-494/408, .17-18= 2707/2055, 15-17= 2707/1923, 14-15— 252/478, 13-14= 252/478 3-19=-332/276, 4-19= 210/352, 4-18=-1301/974, 5-18=-267/193, 6-18= 1337/1782, 6-17= 2765/1846, 6-15=-1088/1922, 7-15=-322/237, 9-15= 1224/-l85, 9-13=-473/545, 10-13=-352/258, 11-13= 155/466 roof live loads have been considered for this design. 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=4511t; L=32ft; eave=4ft; Cat. cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 late drainage to prevent water ponding. is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 m the bottom chord and any other members. er(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 12 and 1884 lb uplift licates 3-1Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. other connection device(s) shall be provided sufficient to support concentrated load(s) 324 lb down and 334 lb up at chord, and 135 lb down and 76 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is Ality of others. ) CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i Standard Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 is (pit) 1-2=-14, 2-4=-54, 4-11=-54112-21=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING- erlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 101OW015 BEFORE USE. Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �" a truss system'. fore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWis always req d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of Trusses and truss systems, seeANSWII QualityCdtedd, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety /nfalm Norravallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205056 75196 GRC Half Hip Girder 1 1 • Job Reference (optional) Chambers T�Pss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Mon Jun 4 10:48:28 2018 Page 2 ID:9t?aHXT6DUKu3t7xhuW EDQzBOla-U1 DiZbryrUG?fEgcNIA9gTfLKJH6g?4AILW Kojz9hGn LOAD CAS (S) Standard Concentr, ed Loads (lb) V rt: 4— 130(B) 8= 40(B) 19=-110(B) 7=-40(B) 15=-13(B) 14=-13(B) 9— 40(B) 25=-40(B) 26= 40(B) 27= 40(B) 28=-40(B) 30— 40(B) 32= 40(B) 33=-40(B) 34— 40(B) 3=-46(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42= 13(B) 43= 13(B)44=-13(B)45=-15(B) ® WARNING • larify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101=015 BEFORE USE. Design vaild 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 appilcabllity of design parameters and properly Incorporatethis design Into the overall p� building deli Is always req��ffed . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for sI blllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiT ek7 fabrication, stgrage, delivery, erection and bracing of trusses and truss systems, seeANS1*7PII QualityCdfeda, DSB-89 and BCS1 Bugdhv Component 6904 Parke East Blvd. SafetyInform fFonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205057 75196 GRD Hip Girder 1 1 Job Reference (optional) cnamoers I (uss, Inc., t-on Fierce, t-L 6.00 12 3x4 i 3 i t3.1;ju s mar 11 GUI t5 Ml I eK mcUStrles, Inc. Mon dun 4 1 u:4tl:zu Gut t1 rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-zDn4mxsacoPsHOEox?hODgCZjjeUPZKJW?FuK8z9hGm 10.4-0 14-7-15 3-4-0 4-3-15 Special Scale=1:26.8 48 = Special NAILED 44 = 4 14 15 5 3x4 6 m T 9 16 8 3x4 = 10 4x4 = NAILED 3x8 = 7 2x3 11 � Special Special 3x5 / /• 2-0-0 4- 7-0-0 10-4-0 14-7-15 2-0-0 -4- 4-8-0 3-4-0 4-3-15 Plate Offsets ,Y)-- 4:0-5-4,0-2-0 LOADING (p f) SPACING- 2-0-0 CSt. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2C 0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 8-9 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.02 9-10 >999 240 BCLL C 0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.00 7 n/a n/a BCDL 10. Code FBC20171FP12014 Matrix -MS Wind(LL) 0.02 8-9 >999 240 Weight: 78Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=71 1 /Mechanical, 10=897/0-8-0 Max Horz 10=71(LC 7) Max Uplift 7=-433(LC 8), 10=-541(LC 8) Max Grav 7=739(LC 30), 10=897(LC 1) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-882/554, 4-5= 727/516, 5-6= 856/546, 6-7=-695/442 BOT CHORD 8-9= 462l768 WEBS 3-10— 796/531, 3-9_ 477/800, 6-8= 457/738 NOTES- 1) Unbalancec 11 roof live loads have been considered for this design. 2) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; E cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad( quate drainage to prevent water. ponding. 4) This truss i-r(s) been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This trussas 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 bettyn the bottom chord and any other members. 6) Refer to gir for truss to truss connections. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint 7 and 541 Ito uplift at joint 10. 8) "NAILED" i icates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) o �Iother connection device(s) shall be provided sufficient to support concentrated load(s) 324 lb down and 332 lb up at 7-0-0, and � P4 lb down and 332 lb up at 10-4-0 on top chord, and 110 lb down and 76 lb up at 7-0-0, and 110 lb down and 76 lb up at 10-3-4 obottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOP P CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(f Standard 1) Dead + RooI Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loe s (plf) Ve 1-2=-14, 2-4=-54, 4-5= 54, 5-6=-54, 7-11=-20 Walter P. Finn PE No.22839 Concentrat Loads (lb) MiTek USA, Inc. FL Cert 6634 Ve 4=-130(F) 5=-130(F) 9=-110(F) 8— 110(F) 15=-40(F) 16=-13(F) 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING- erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI.7473 rev. 1010312015 BEFORE USE. Design valid f c use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not �' a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desIgi &acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTel " Is always requl d for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication, st Safety thronnni age, delivery, erection and bracing of trusses and truss systems, seeANSUIPI► QualOy Critedd, DSO-89 and SCSI Building Component FWnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205058 75196 GRE Hip Girder 1 1 Job Reference (optional) Chambers Th)ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jun 4 10:48:33 2018 Page 1 III ID:9t?aHXT6DUKu3t7xhuWEDQZBOIa-r_Obclv5glvll?YZArmKNWMFNKwcLHtvRcD5Twz9hGi 2-4- 5-0-0 9-9-3 14-4-9 19-0.0 23-7.7 28-2-13 33-0-0 35-8-0 1 38-0-038-0-2 0. -2 2-4- 2-8-0 ' 4-9-3 4-7-7 4-7-7 4-7-7 4.7.7 4-9-3 2-8-0 1 2-4-0 0-6-2 Scale: 3/16"=l' Special NAILED NAILED NAILED NAILED Special 6.00 1 Sx8 = NAILED NAILED NAILED NAILED NAILED NAILED 3x6 = 3x8 = NAILED NAILED NAILED 5x8 = 4 32 335 34 35 6 36 3738 7 8 39 409 41 42 1043 44 it 3 12 m 0 13 14 N m21 O in fC O 25 24 45 46 23 47 48 22 49 21 50 20 51 19 52 18 53 54 17 55 56 16 15 3x5 = Special NAILED 4x10 = NAILED 5x6 WB= 3xB 5x6 WB= NAILED 4x10 = NAILED 'Special 3x5 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2-0-0 -4 0 5-0-0 9-4-3 144-9 19-0-0 23-7-7 26-2-13 33-0-0 358-0 036-0-0 2-0-0 0.4-0 2-&0 4-9-3 47-7 4-7-7 4-7-7 4-7-7 4-9-3 2.6-0 0.4-0 2-0.0 Plate Offsets IX, -- 4:0-6-0,0-2-8 , 11:0-6-0,0-2-8 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.31 20 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.54 20 >739 240 BCLL 0 ' Rep Stress Incr NO WB 0.70 Horz(CT) 0.10 15 n/a n/a BCDL 1 0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.30 20 >999 240 Weight: 196lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 25=1252/0-8-0, 15=1252/0-8-0 Max Harz 25— 71(LC 30) Max Uplift 25=-669(LC 8), 15=-604(LC 8) Max Grav 25=1445(LC 39), 15=1445(LC 38) FORCES. (It) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1445/608, 4-5=-2913/1177, 5-6=-2913/1177, 6-7=-4180/1654, 7-9=-4180/1654, 9-10=-2913/1192, 10-11=-2913/1192, 11-12-1446/632 BOT CHORD 23-24-455/1270, 22-23=-1437/3887, 20-22=-1437/3887, 18-20=-1445/3880, 17-18= 1445/3880, 16-17= 478/1244 WEBS 3-25=-1369/629, 3-24=-604/1443, 4-24=-548/202, 4-23=-711/1905, 5-23=-2751153, 6-23-1094/406, 6-20— 139/371, 7-20=-258/140, 9-20-137/372, 9-17=-10931398, 10-17— 2751153, 11-17-701/1905, 11-16= 548/188, 12-16-579/1442, 12-15=-1369/597 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; E cf., GCpi=0.18,, MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide acl quate drainage to prevent water ponding. 4) All plates a e 3x4 MT20 unless otherwise indicated. 5) This truss s been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads- 6) ` This truss as 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 betw en the bottom chord and any other members. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift at joint 25 and 604 lb uplift at joint 15. 8) "NAILED" i dicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) o, other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 136 lb up at 5-0-0, and 1 lb down and 136 lb up at 33-0-0 on top chord, and 92 lb down and 252 lb up at 5-0-0, and 92 lb down and 252 lb up at 32-11-4 n bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOA D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 LOAD CASE() Standard 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Ro Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: June 4,2018 ® WARNING Ifily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REF-ERANCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE Design valid f r 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 desl . Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 4 �� e V Is always reqL ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st gage, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualifyCf8efla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetyinfoun iffonovallable from Truss Plate instttufe. 218 N. Lee Street, Suite 312, Alexandrlo, VA22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205058 75196 GRE Hip Girder 1 1 Job Reference (optional) Chambers TWss, Inc., Fort Pierce, FL LOAD CAS S) Standard Uniform L ads (plf) V �n: 1-2= 14, 2-4= 54, 4-11= 54, 11-13=-64, 13-14— 14, 26-29=-20 Concentr ed Loads (Ib) , V rt: 4=38(F) 11=38(F) 24=117(F) 16=117(F) 8.130 s Mar 11 2018 MI I eK Industries, Inc. Mon Jun 4 10:48:33 2016 Pagel ID:9t?aHXT6DUKu3t7xhuWEDQzB01a-r Obclv5glvll?YZArmKNWMFNKwcLHtvRcD5Twz9hGi ®WARNING -I Ferity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010M015 BEFORE USE. Design valid fo, use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system fore use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pq 9V iTek" Is always requ i ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSWII Gual6yCrBeda, DSB-89 and BCSI BuOd[Ag Component 6904 Parke East Blvd. Sofetv Intonne Honavoilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 - T14205059 75196 GRF Hip Girder 1 1 Job Reference (optional) chambers I rltss, Inc., I-ort Fierce, t-L 2- -0 7-0-0 12-1-15 6.00 FIT 3x4 = II 3x5 II Special NAILED 4x8 = 2x3 II NAILED NAILED 4 24 25 26 5 27 Inc. Mon Jun 41U:46:3b zul6 rage 1 IiylGooSxRaW 8dmpBvvBvwjCYoz9hGg t•0-0 29-4-0 29- -2 8-0 2-4-0 0-0-2 Scale = 1:49.5 3x5 8 C6 9 10 16 33 34 75 14 35 36 13 37 38 12 0 11 5x6 = NAILED NAILED 3x8 = 3x6 = 2x3 11 NAILED 5x8 — 2x3 I Special NAILED NAILED NAILED NAILED Special 6.13U S Mar 11 2U1 t3 MI I eK Inat ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-nN8M 1_xL 17.2-1 22-4-0 5-0-3 5-1-15 NAILED NAILED Special NAILED 3x8 = NAILED 4x4 = 28 29 6 30 31 32 7 7-0-0 12-1-15 17-2-1 d-A-n 5-1-15 5-0-3 3x4 = Plate Offsets X,Y - 4:0-5-4,0-2-0 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.09 13-15 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.18 13-15 >999 240 BCLL 0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.04 11 n/a n/a BCDL V 0 Code FBC2017rrPI2014 Matrix -MS Wind(LL) 0.11 13-15 >999 240 Weight: 152lb FT=20% LUMBER- I BRACING - TOP CHORq 2x4 SP M 30 TOP CHORD BOT CHO2. 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 17=1511/0-8-0, 11=1510/0-8-0 Max Harz 17=-93(LC 6) Max Uplift 17=-828(LC 8), 11=-761(LC 8) FORCES. (I ) - Max Co .Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1816/980, 4-5=-2353/1276, 5-6=-2353/1276, 6-7=-1625/932, 7-8=-1827/1000 BOT CHORD 15-16= 794/1615, 13-15— 1149/2378, 12-13= 1149/2378 WEBS 3-17=-1413/807, 3-16=-856/1633, 4-15=-455/977, 5-15=-408/300, 6-13=0/284, 6-12= 940/435, 7-12=-73/415, 8-12=-850/1639, 8-11= 1407/771 Structural wood sheathing directly applied or 4-7-4 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS L 7-10; Vult=160mph (3-second'gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=29ft; eave=oft; Cat. 11; Exp B; ncl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad quate drainage to prevent water ponding. 4) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trus 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 betw en the bottom chord and any other members. 6) Provide m • hanical connection (by others) of truss to bearing plate capable of withstanding 828 Ito uplift at joint 17 and 761 lb uplift at joint 11. 7) "NAILED" i dicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidliries. 8) Hanger(s) other connection device(s) shall be provided sufficient to support concentrated load(s) 324 lb down and 333 lb up at 7-0-0, and 4 lb down and 333 Ib up at 22-4-0 on top chord, and 110 lb down and 76 lb up at 7-0-0, and 110 lb down and 76 lb up at 22-3-4 o bottom chord. The desigh/selection of such connection device(s) is the responsibility of others. 9) In the LOA CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( ) Standard 1) Dead + Ro Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (plf) Ve : 1-2=-14, 2-4=-54, 4-7=-54, 7-9=-54, 9-10=-14, 18-21=-20 Concentrat Loads (lb) Ve : 4=-130(F) 7= 130(F) 14= 13(F) 16=-110(F) 12=-110(F) 25=-40(F) 26=-40(F) 27=-40(F) 28=-40(F) 29= 40(F) 30= 40(F) 31� 40(F)33=-13(F) 34= 13(F) 35=-13(F) 36=-13(F) 37=-13(F) 38=-13(F) WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - �erlfy design parameters and READ NOTES ON THIS AND INCLUDED MD-EK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system eforeuse, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building desi &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing p� GUa�����' Is always req ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf age, delivery, erection and bracing of trusses and Truss systems, seeANSM11 AualByCrded d, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intone Nonzivailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205060 75196 GRL Roof Special Girder 1 1 Job Reference (optional) chambers it Inc., Fort Pierce, FL 5.130 s mar 11 2015 MI I eK Inaustries, Inc. Mon Jun 4 10:48:38 2018 gage 1 ID:9t7aHXT6DUKu3t7xhuW EDQzB01a-CygUfozDUZXasmQXzOMV4a3wFLWTOTcebuxsg7z9hGd 2-4-0 36-0 1430 2440 2311-0 27-60 27 0 31-313 35310 38-1-0 4 22-4.0 6-2-0 6-2.0 5-30 34-0 340 .0 5: _J1 311-13 2-9-6 02 0 0 5x6 21 20 19 18 17 26 16 13 12 3x5 = 3x4 15x6 = 5x12 MT18HS = 7x10 = 3x10 11 8x14 MT18HS —_ 6x10 MT18HS = 4x10 = HUS26 3x4 IIP) Special Scale = 1:77.9 Plate Offsets ,Y -- :0-5-12,03-8 , 8:0-4-0,Ed e , 9:0-1-8,0-1-12 , l l:0-1-12,0-2-0 , 14:0-4-8,0-2-0, 17:0-5-0,0-2-8 , 20:0-3-0,0-1-8 LOADING (p ) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.49 16-17 >867 360 MT20 244/190 TCDL 7h0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.91 16-17 >469 240 MT18HS 244/190 BCLL 0.b * Rep Stress Incr NO WB 0.99 Horz(CT) 0.22 12 n/a n/a BCDL 10 Code FB02017fTP12014 Matrix -MS Wind(LL) 0.4716-17 >908 240 Weight: 279lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 7-8: 2x6 SP No.2 BOT CHORD 2x4 SP M 30 *Except* BOT CHORD 10-13: 2x4 SP No.3, 16-18: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* WEBS 11-12,8-16,9-15,9-14,11-14,15-17: 2x4 SP M 30 REACTIONS. (lb/size) 12=2767/Mechanical, 21=2208/0-8-0 Max Harz 21=372(LC 8) Max Uplift 12=-975(LC 8), 21=-727(LC 8) FORCES. (I TOP CHORD BOT CHORD' WEBS NOTES- 1) Wind: ASC 11; Exp B; E 2) Provide adi 3) All plates a 4) This truss t 5) * This truss will fit betwi 6) Refer to gir 7) Provide me at joint 21. 8) Use USP F back face c 9) Fill all nail t 10) Hanger(s) 27-4-0 on 11) In the LO/ LOAD CASE( - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3-5— 2980/895, 5-6= 3013/969, 6-7= 3001/968, 7-8=-7054/2184, 8-9— 7606/2387, 9-10= 1034/253, 10-11=-975/309, 11-12= 2731/959 20-21= 326/228, 19-20= 1063/2597, 17-19= 1935/5593, 16-17=-191/566, 14-15= 1028/2931 15-16— 654/1936, 8-15= 3640/1205, 3-21=-2073/730, 3-20= 751/2584, 5-20= 371/184, 6-19— 692/2309, 7-19=-3799/1186, 9-15=-2215/6718, 9-14=-3512/1242, 1-1-14=-1101/3192, 15-17= 1755/5068, 7-15=-538/1641 Structural wood sheathing directly applied or 2-05 oc puffins, except end verticals. Rigid ceiling directly applied or 5-3-0 oc bracing. Except: 1 Row at midpt 10-14 1 Row at midpt 11-12, 8-16, 9-15, 9-14, 11-14 2 Rows at 1/3 pts 7-19 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1:2psf; BCDL=3.Opsf; h=17ft B=45ft; L=38ft; eave=5ft; Cat. cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 auate drainage to prevent water ponding. MT20 plates unless otherwise indicated. �s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �pas 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 n the bottom chord and any other members, with BCDL = IO.Opsf. pr(s) for truss to truss connections. Ihanical connection (by others) of truss to bearing plate capable of withstanding 975 lb uplift at joint 12 and 727 lb uplift i26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 25=10-3 from the left end to connect truss(es) to attom chord. :s where hanger is in contact with lumber. other connection device(s) shall be provided sufficient to support concentrated load(s) 658 lb down and 266 lb up at Itom chord. The design/selection of such connection device(s) is the responsibility of others. CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Standard Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10/012015 BEFORE USE. Design valid f use only with MlTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nor �' a truss system. fore use, the building designer must verify the appllcabalty of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always requi i &d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto age, delivery, erection and bracing of trusses and truss systems, seeANSVW11 GuaBlyCrBada, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety Intonnottonavollable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ` Ply 3409 Bent Pine / Q56675 T14205060 75196 GRL Roof Special Girder 1 1 Job Reference (optional) Chambers Tjoss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jun 4 10:48:38 2018 Page 2 I D:9t?aHXT6DUKu3t7xhuW EDQzBOla-Cyq UfOzDUZXasmQXzOMV4a3wFLW TOTcebuxs97z9hGd LOAD CAS S) Standard 1) Dead + Rc of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ads (plf) V rt: 1-2=-14, 2-6=-54, 6-7= 54, 7-8_ 54, 8-11=-54, 16-22=-20, 14-15=-20, 12-13=-20 Concentra ad Loads (lb) V rt:16=-658(B) 26=-1511(B) ® WARNING • I lerily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �° a truss system. fore use, the building designer must verify the applicabitlty of design parameters and properly incorporate this design into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 9 V p� iTe le Is always requied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery erection and bracing of trusses and taus systems, seeANS&VII QualityCdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety tnform flonavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205061 75196 J2 Jack -Open 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 Zz-k 8.130 s Mar 112018 Mi fek Industries, Inc. Mon Jun 4 10:48:39 2018 Page 1 I D:9t?aHXT6DUKu3t7xhuW EDQzBOla-gBOssM_rFtfRTw?jX6tkdncH 114j18FngYhPhZz9hGc 2-3.15 2-3-15 Scale = 1:17.3 3 LOADING (p�f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 2C Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 3-4 >999 240 BCLL �O Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 4 n/a n/a' BCDL 1C Code FBC20177TP12014 Matrix -MR Wind(LL) 0.00 4 >999 240 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-3-15 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=78/Mechanical, 2=55/Mechanical, 3=24/Mechanical Max Horz 2=40(LC 12) 1 Max Uplift 4=-34(LC 12), 2— 18(LC 12) Max Grav 4=80(LC 17), 2=55(LC 1), 3=41(LC 3) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC il; Exp B; E forces & M1 2) This truss h 3) ` This truss will fit betty( 4) Refer to gin 5) Refer to gin 6) Provide me joint 2. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. :1., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. :r(s) for truss to truss connections. !r(s) for truss to truss connections. tanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 4 and 18 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 Q WARNING - erw design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Deslgn valld f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a truss system. efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing q� p. i utt" Is always recid d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 9 V B4 fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualityCdleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety infeumc i ryonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205062 75196 J3 Jack -Open 20 1 Job Reference o tional Chambers I ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jun 4 10:48:412018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-cXVdH 1?6nUv9jE96eXvCiChZxYgODOf4HsAWmSz9hGa 0- -2 3-0-0 0- -2 3-0.0 Scale:l"=1' 21 LOADING (p SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Lid TCLL 20 ' Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.00 6 >999 360 TCDL 30 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.00 6 >999 240 BCLL 0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.03 4 n/a n/a BCDL 10F� Code FBC2017ITP12014 Matrix -MP Wind(LL) -0.00 6 >999 240 LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 (lb/size) 4=-143/Mechanical, 5=-173/Mechanical, 6=534/0-8-0 Max Harz 6=55(LC 12) Max Uplift 4=-143(LC 1), 5=-173(LC 1), 6= 274(LC 12) Max Grav 4=61(LC 12), 5=83(LC 12), 6=534(LC 1) FORCES. (Ilj) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS Illl 3-6= 270/448 NOTES- 1) Wind: ASC II; Exp B; E forces & M' 2) This truss 1 3) `This truss will fit betty 4) Refer to gir 5) Provide me joint 5 and PLATES GRIP MT20 244/190 Weight: 11 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft L=24ft eave=4ft; Cat. ci., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and 'FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 is been designed fora 10.0 psf bottom chord live load nonconcurrent with any other ftve loads. 1as 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 .n the bottom chord and any other members. er(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4, 173 lb uplift at 74 lb uplift at joint 6. Wafter P. Finn PE No.21839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 A WARNING - ily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/03,2015 BEFORE USE Design valid fse only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not te"fore �' a truss system. use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desig# Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requl d for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf Sotetylntonn age, dellvery, erection and bracing of trusses and truss systems, seeANSUIPII Cuallty Cdl®dq DSO-89 and BCSI Building Component W1j;voliable from Truss Plate Institute. 278 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205063 75196 J4 Jack -Open 2 1 Job Reference (optional) cnamoers i {pss, inc., r-on v erce, r-L u.13u s IVIar 11 Lints IYII I er. Inuu5mes, Inc. Ivlurl out 4 1 u:90:1+4 e-U to r-dye I I D:gt?aHXT6DU Ku3t7xhuW EDQzB01a-4j3?VNOkYo10KOkICEQRFQEjLyyJyUODW Wv4luzghGZ 3-10-8 3-10-8 5 3x4 = PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. 3x5 l4 ADEQUATE SUPPORT REQUIRED. N O Scale=1:14.3 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2C 0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.00 4 n/r 120 BCLL 0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 n/a n/a BCDL 1(0 Code FBC2017(rP12014 Matrix -MP Weight: 15 lb FT = 20% LUMBER - TOP CHOI BOT CHOI WEBS R FORCES. TOP CHC BOT CHC WEBS NOTES- 1) Wind: ASC 11; Exp B; E left and rig 2) This truss 3) " This truss will fit betty 4) Refer to gir 5) Provide me BRACING- 2x4 SP I TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 5=28 1 /Mechanical, 3=0/Mechanical Max Horz 5= 262(LC 1), 3=262(LC 1) Max Uplift 5=-187(LC 12) Max Grav 5=281(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3= 617/336 2-5= 272/636 3-5=-225/425 Structural wood sheathing directly applied or 3-10-8 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=241t; eave=4ft; Cat. -I., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 3-10-8 zone; cantilever exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 :n the bottom chord and any other members. =_r(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 5. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING. I erlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valld f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf age, delivery, erection and bracing of trusses and truss systems, seeAMSI/fPII QuallfyCrRed% DSO-89 and SCSI BugdIngComponant 6904 Parke East Blvd. Safety Inform _,ffonovailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply 3409 Bent Pine / 056675 T14205064 75196 J5 Jack -Open 29 1 Job Reference (optional) Chambers gpss, Inc., I-ort Fierce, I-L a 2x3 11 8.13U s Mar 11 201 B MI I eK maustrie8, Inc. Mon Jun 4 1 U:46:44 2U1 B Nage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzBOla-06Blw32_4PlkahugJfTvKrJ4KmjGQOuWzgOAMnz9hGX 5-0-0 5-0-0 LOADING (p f) I SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 2 0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.00 5-6 >999 360 TCDL 0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.01 5-6 >999 240 BCLL 0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.04 4 n/a n/a BCDL 1 0 Code FBC2017/TPf2014 Matrix -MP Wind(LL) -0.01 5-6 >999 240 LUMBER TOP CHOR 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP N0.3 (lb/size) 4=29/Mechanical, 5=-11/Mechanical, 6=348/0-8-0 Max Horz 6=92(LC 12) Max Uplift 4=-36(LC 12), 5= 11(LC 1), 6=-152(LC 12) Max Grav 4=44(LC 17), 5=22(LC 10); 6=348(LC 1) FORCES. (la) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS II 3-6= 216/346 Scale = 1:17.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17fh B=45ft; L=24ft; eave=oft Cat. ll; Exp B; ild., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 4-11-4 zone; cantilever left and rig l t exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)ThIstrussh s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This trusE 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 betw en the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide MG hanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 4, 11 lb uplift at joint 5 and 152 lb qtplift at joint 6. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ®•WARNING • ledly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. 10N32015 BEFORE USE. Design valid Q r 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 desl Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always req fabrication, sl {ed for stability and to prevent collapse with possible personal Injury and property damage. For..general guidance regarding the rage, delivery, erection and bracing of trusses and truss systems, seeAA1$h 'PII GualRyCdledo, DSO-89 and BCS18ufldbig Component 6904 Parke East Blvd. Safetylntolm Ronovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205065 75196 J7 Jack -Open 54 1 Job Reference (optional) cnamoers I rpss, Inc., ron fierce, rc a 12 O.1 Ju 5 lvlar 11 Cu 10 ar11 I BK Illuu5uleb, Illu. 1111 JulI '1 1 u:40:90 eu 10 rdge I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-VI177P2crjQbCrTttM_8s2sllA3j9rzgCU8kvDz9hGW 7.0.0 6 - 6 5 2X3 'I] LOADING (p$ SPACING- 2-0-0 CSI. TCLL 21 Plate Grip DOL 1.25 TC 0.20 TCDL Lumber DOL 1.25 BC 0.36 BCLL 00 I Rep Stress Incr YES WB 0.11 BCDL 1616 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 FORCES. (I' TOP CHORD WEBS NOTES- 1) Wind: ASC II; Exp B; E left and dgl 2) This truss 1 3) ` This trust will fit betw 4) Refer to gii 5) Provide me joint 6. 4-8-0 DEFL. in (too) Udefl Lid Vert(LL) -0.01 5-6 >999 360 Vert(CT) -0.03 5-6 >999 240 Horz(CT) 0.03 4 n/a n/a Wind(LL) -0.02 5-6 >999 240 BRACING- Scale = 1:22.9 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) 4=94/Mechanical, 5=32/Mechanical, 6=388/0-8-0 Max Horz 6=129(LC 12) Max Uplift 4=-78(LC 12), 6=-147(LC 12) Max Grav 4=107(LC 17), 5=70(LC 3), 6=388(LC 1) , - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-280/113 3-6=-281 /382 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. ;I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 2-11-1, Intedor(1) 2-11-1 to 6-11-4 zone; cantilever exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ias 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 m the bottom chord and any other members. ;r(s) for truss to truss connections. lanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 4 and 147 lb uplift at Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE Design valid f use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desggl Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing g� MiTek- Is always requl d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st go, delivery, erection and bracing of trusses and truss systems, seeANS► WIl Qua/tlyCrffeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nfomrg lonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Mexandda, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205066 75196 VA Jack -Open 8 1 Job Reference (optional) chambers I j�ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi Fek Industries, Inc. Mon Jun 410:48:46 2018 Page 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-zUJW K13EcOYSp?23R4VNPGPNRZQgulUpR8tHRfz9hGV 2-4-0 4-8-0 7-0-0 0- -2 2-4-0 2-4-0 2-4-0 3 9 3x4 11 2x3 11 LOADING (p I) SPACING- 2-0-0 CSI, DEFL. in (loc) Udefl Lid TCLL 2 0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.09 8 >590 240 TCDL 0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.09 8 >648 180 BCLL 0 ' Rep Stress Incr YES WB 0.10 Horz(CT) -0.06 5 n1a n/a BCDL t 0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No'3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 (lb/size) 5=102/Mechanical, 6=24/Mechanical, 9=388/0-8-0 Max Harz 9=129(LC 12) Max Uplift 5=-81(LC 12), 9= 147(LC 12) Max Grav 5=124(LC 17), 6=48(LC 3), 9=388(LC 1) FORCES. (10 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD r 2-3=-260/116 WEBS 3-9-267/323 NOTES- 1) Wind: ABC II; Exp B; E left and figl 2) This truss t 3) ' This truss II will fit betty 4) Refer to gir 5) Provide mr joint 9. Scale = 1:22.9 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-7. 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711; B145ft; L=24ft; eave=oft; Cat. -i., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Intedor(1) 2-11-1 to 6-11-4 zone; cantilever exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber IDOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tas 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 m the bottom chord and any other members. �r(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 5 and 147 lb uplift at Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid f use only with MiTekm connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system fore use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall ' building desl Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi el• Is always requ ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Yp fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSLM11 QualityCiBedd, DSB-89 and BCSI 00ding Component 6904 Parke East Blvd. Safety rnfonn Nonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205067 75196 JU Jack -Open 20 1 Job Reference (optional) Chambers Tjuss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jun 4 10:48:49 2016 Page 1 ID:9t?aHXT6DU Ku3t7xhuW EDQzB01a-N3_ezm57vxwOgTme6C241 ul0knS75gj F766x2_z9hGS 0- -2 1-0-0 0- -2 '1-0-0 3x4 = ,Scale =1:7.0 PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. ADEQUATE SUPPORT REQUIRED. LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 2 0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 7 n/r 120 TCDL 0 Lumber DOL. 1.25 BC 0.20 Vert(CT) -0.00 7 n/r 120 BCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL V 0 Code FBC2017fFP12014 Matrix -MP LUMBER - TOP CHOI BOT CHOI FORCES. NOTES- 1) Wind: ASi II; Exp B; forces & R 2) This truss 3) `Thistru: Will fit bet% 4) Refer tog 5) Provide rr 2x4 SP No.3 2x4 SP No.3 (lb/size) 3=-0/Mechanical, 4=74/Mechanical Max Harz 3=70(LC 1), 4=-70(LC 1) Max Uplift 4=-49(LC 12) Max Grav 4=74(LC 1) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and 'FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 >n the bottom chord and any other members. er(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 49 Ito uplift at joint 4. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - edry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03=15 BEFORE USE. Design valid to use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. fore use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A T 9tl9� eW Is always requ of for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, sto age, dellvery, erection and bracing of trusses and truss systems, seeANSUWII Quail%Cdlerfa, DSB-89 and BCSI Building Component 6904 Parke East Blvd.Salary Inform tionavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205068 75196 JU5 Jack -Open 1 1 Job Reference (optional) r.:namoers i l�iss, Inc., I-or1 rlerce, I-L a.13u s mar 11 zu1 u Nu i eK mausmes, me. Nion oun t i u:4a:va zui a rage i ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-N3_ezm57vxwOgTme6C241 u1 rOnQR5eHF766x2_z9hGS 0- •2 5-0-0 0- -2 5-0-0 Offsets LOADING ( TCLL 14 TCDL BCLL BCDL 1 LUMBER - TOP CHOR BOT CHOR WEBS R FORCES. (II TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASC II; Exp B; E left and rig 2) This truss 3) ` This truss will fit betw 4) Refer to girl 5) Provide met 3x5 I 1 5 3x4 = PROVIDE BEARING CONNECTION(S) TO RESIST 4 HORIZONTAL REACTION(S) SHOWN. ADEQUATE SUPPORT REQUIRED. 3xs II SPACING- 2-0-d CSI. DEFL. in (loc) Udefl Lid Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.00 5 n/r 120 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.00 4 n/r 120 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 n/a n/a Code FBC2017ITP12014 Matrix -MP 2x4 SP No.3 2x4SPM30 2x4 SP No.3 (lb/size) 5=364/Mechanical, 3= 0/Mechanical Max Harz 5= 345(LC 1), 3=345(LC 1) Max Uplift 5= 243(LC 12) Max Grav 5=364(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3= 777/437 2-5=-3551797 3-5— 291/525 m N N Scale = 1:17.7 PLATES GRIP MT20 2441190 Weight: 19 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. -I., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 2-11-1, Interior(1) 2-11-1 to 5-0-0 zone; cantilever exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ras 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 m the bottom chord and any other members. :r(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 5. Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - Design valid f erily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIf-7473 rev. 10103RDIS BEFORE USE r use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component not R ®` a truss system building dell fore use- the building designer must verify the applicabiilty of design parameters and properly Incorporate this design Into the overall racing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing ����" is glways req }ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the systems, DS8�9 and BCSr Bugd/rty Component Blvd. Safetv/nntann 2tiona allabte from Truss Plate Institute. 218 N. Lee Street, i 312. Alexandria. VA 231 4.�e Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205069 75196 KJ5 Diagonal Hip Girder 2 1 Job Reference (optional) Chambers Tr q ss, Inc., Fort Pierce, FL 7-0-2 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon Jun 4 10:48:50 2018 Page 1 I D:9t?aHXT6D UKu3t7xhuW EDQzB0la-rFYOA66lgF2ticLggwaJZ6Z8TBn_g4GPMmrVaRz9hGR I0 Scale=1:17.3 2-9-9 0-5-10 1 3-8-14 LOADING (pi ) SPACING- 2-0-0 CSI. DEFL- in (too) Well Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.02 6-7 >999 360 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.04 6-7- >988 240 BCLL b Rep Stresslncr YES WB 0.24 Horz(CT) 0.01 4 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.05 6-7 >953 240 Weight: 28lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=36/Mechanical, 5=-165/Mechanical, 7=345/0-11-5 Max Horz 7=92(LC 32) Max Uplift 4= 59(LC 12), 5=-207(LC 21), 7— 469(LC 12) Max Grav 4=73(LC 36), 5=79(LC 32), 7=581(LC 39) FORCES. (it Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-874/507 BOT CHORD 2-7=-460/891, 6-7=-460/624 WEBS 3-7=-416/797, 3-6=-661/487 NOTES 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft eave=4ft Cat. 11; Exp B; E cl., GCpi=0.18; MW FRS (directional) and C-C Comer(3)-0-0-12 to 4-2-2, Extedor(2) 4-2-2 to 6-11-6 zone; cantilever left and right a osed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss as 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 betty n the bottom chord and any other members. 4) Refer to gin er(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 4, 207 lb uplift at joint 5 and 469 I uplift at joint 7- 6) "NAILED" it iVicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) in the LOADI CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( Standard 1) Dead + Ro Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (pit) Ve 1-2— 14, 2-4= 54, 5-8= 20 Concentrat Loads (lb) Ve 11=172(F=86, B=86) 12= 92(F=-46, B=-46) 13=218(F=109, B=109) WalterP. Finn PE No.22839 MiTek USA, Inc, FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING- erW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14I/-7473 rev. 1010312015 BEFORE USE. Design valid fc use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. fore use, the building designer must verify the appiicablilty of design parameters and properly Incorporate this design Into the overall bullding design is always recut Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the E1�T A� 9tla� i�R" fabrication, sic ge, delivery, erection and bracing of trusses and truss systems, seeANSMWII QualityCtCedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intonntr rravatlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205070 75196 K17 Diagonal Hip Girder 8 1 Job Reference (optional) Chambers Tss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Mon Jun 4 10:48:52 2018 Page 1 I D:9t?aHXT6DUKu3t7xhu W EDQzB01a-negnbo8? Bsl bXwV DnKcneXeR7_SM I?3ip4KbeJz9hGP 3-3-4 5-1-9 9-10-1 0- -3 3-33 4 1-10-6 4-8-7 i NAILED 2x3 11 NAILED SKH24R Scale=1:24.7 2-9-9 -5-1 d 3-1-11 3-5-3 LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) Udeti Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.05 7-8 >999 360 MT20 244/190 TCDL -1D Lumber DOL 1.25 BC 0.36 Vert(CT) -0.08 7-8 >923 240 BCLL 110 Rep Stress Incr NO B W0.15 Horz(CT) -0.05 6 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Wind(LL) 0.06 7-8 >999 240 Weight:41 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 (lb/size) 6=166/Mechanical, 7=126/Mechanical, 9=470/0-11-5 Max Horz 9=129(LC 8) Max Uplift 6=-204(LC 8), 7= 50(LC 8), 9=-594(LC 8) Max Gram 6=244(LC 28), 7=126(LC 1), 9=744(LC 31) FORCES. (I - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-271/304, 3-4=-308/338, 4-5=-243/281 BOT CHORD 2-9=-256/290, 8-9� 256/179 WEBS 5-8=-356/269, 3-9=-493/340 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASC Mu; Vua=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B--15ft; L=24ft; eave=4ft; Cat. II; Exp B; E cl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss f been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss ias 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 betty n the bottom chord and any other members. 4) Refer to gin er(s) for truss to truss connections. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 6, 50 Ito uplift at joint 7 and 594 11 uplift at joint 9. 6) Use USP S H24R (With 16d nails into Girder & NA913 nails into Truss) or equivalent at 7-1-15 from the left end to connect truss(es) to back fac .1 of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 7) Fill all nail ]as where hanger is in contact with lumber. 8) "NAILED" in tl!Cates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOA i CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE() Standard 1) Dead + Roc Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (pit) Val : 1-2=-14, 2-6=-54, 7-10= 20 Concentrated Loads (lb) Verb 13=172(F=86, B=86) 15=-92(F=-46, B=-46) 16=218(F=109, B=109) 17= 336(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 Q WARNING- vertly design pmamerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE Design valid fe, use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. 3efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiTek' Is always requi ed for staNIlly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sl age, delivery, erection and bracing of trusses and truss systems, seeANSU1PI1 Cua/ByCdleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform Honavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205071 75196 L Roof Special 1 1 Job Reference (optional) cnamoers i russ, inc., Ton Tierce, rL 4x4 3x6 i 5 4 3 25 M21 0 21 3x = V��> rs.i ou s iviar i i eui a rvu i eK inuusuies, rnc. rvron jun 4 I u:48:oa ev r o rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-GgE9o89eyAQS944PL27OBkBZSOla1 Hhr2j49Blz9hGO 1%8-0 18-4-0 22-10-0 27-4-0 29-0-0, 35-3-10 38-1-0 6-2-12 3-8-0 4-6-0 4 6-3-10 2-9-6 Scale=1:68.0 4x5 i 12 5x6 = 11 6.00 12 28 6 5x6 = 5x6 = 26 7 9 27 m o_ 116 15 O 0 6x8 = 7x8 = 20 29 19 30 18 17 14 13 3x6 = 8x10 = 6x8 = K 2-0-02 0 10-10-14 18-4-0 27-4-0 0-00 4-0 8-6-14 7-5.2 9-0-0 Plate Offsets ,Y -- 15:0-2-12,0-2-12 , 16:0-2-12,0-2-8 , 17:Ed e,0-1-8 , 18:0-5-0,0-2-4 LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 2 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.21 18-20 >999 360 TCDL I 0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.42 17-18 >999 240 BCLL Q0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.12 13 n/a n/a BCDL 14 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.15 18 >999 240 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 270 lb FT = 20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc pudins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 9-17,11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at micipt 11-15 WEBS 1 Row at midpt 12-13, 5-21, 16-18, 10-15, 12-15 REACTIONS. (lb/size) 13=1312/Mechanical, 21=1497/0-8-0 Max Horz 21=372(LC 12) Max Uplift 13-456(1_C 12), 21= 475(LC 12) Max Grav 13=1320(LC 17), 21=1497(LC 1) FORCES. (it Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6= 1883/859, 6-7=-2444/1132, 7-8=-2126/939, 8-9=-2146/865, 9-10— 2170/872, 10-11-543/101, 11-12-509/236, 12-13=-1293/738 BOT CHORD 20-21=-1098/1704, 18-20=-935/1526, 15-16=-979/1924, 11-15— 321/341 WEBS 3-21=-304/344, 5-21-1831/847, 6-20=-131/316, 6-18= 637/1516, 7-18=-1235/674, 16-18-1163/2117, 10-16=-342/665, 10-15= 1837/910, 12-15=-844/1534 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-13, Interior(1) 3-8-13 to 14-8-0, Extehor(2) 14-8-0 to 1 -4-0, Interior(1) 29-0-0 to 37-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions s wn; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ad uate drainage to prevent water ponding. 3) All plates a 3x4 MT20 unless otherwise indicated. 4) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss as 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 betty n the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girdr(s) for truss to truss connections. 7) Provide mehanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 13 and 475 lb uplift at joint 21. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK t1EFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicabillty of design parameters and properly Incorporate this design into the overall bullding desig . 'Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� 6, MiT ek, Is always requir d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, stq age, delivery, erection and bracing of trusses and truss systems, seeANSVW11 Cuar9yCdleda, DSB-89 and SCSI Bund/ng Component 6904 Parke East Blvd. safety lntoml , novailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205072 75196 Li Roof Special 1 1 Job Reference (optional) unamoers I russ, Inc., I -on Fjierce, I-L 8.13U s mar 11 2U18 MI I eK Inaustnes, Inc. Mon Jun 4 1o:4ti:bb zu18 rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-CDLvDgAuUngAOOEoTT9UG9GuzCSEVAL8V1ZGFez9hGM 21-10-0 27-4-0 I 31-0-0 133-5-11 1 2--- i 5-6-0 5-6-0 3-8-0 2-5-11 4-7-5 Scale=1:70.0 4x6 i 12 5x6 = 3x4 1>29 6.00 12 1 6 5x12 = 3x4 = 3x4 li 5x6 = 7 8 9 3x4 11 3x6 i 27 2 5 4 3x5 i 3 26 6 15 6x8 = 1x8 = 22 21 30 20 31 19 32 18 17 14 13 3x4 11 5x8 = 3x6 = 4x4 = 6x8 = 3x4 I I' 3x4 I I 6xB = LOADING (p ') SPACING- 2-0-0 CSI. TCLL 2 .b Plate Grip DOL 1.25 TC 0.68 TCDL 10 Lumber DOL 1.25 BC 0.41 BCLL 10 Rep Stress Incr YES WB 0.95 BCDL 10- Code FBC2017ITP12014 Matrix -MS LUMBER- DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.1619-21 >999 360 MT20 244/190 Vert(CT) -0.3019-21 >999 240 Horz(CT) 0.08 13 n/a n/a Wind(LL) 0.11 18 >999 240 Weight: 281 lb FT = 20,/ BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc puffins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 9-17,11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 12-13, 7-18, 12-15 REACTIONS. (lb/size) 13=1312/Mechanical, 22=1497/0-8-0 Max Horz 22=372(LC 12) Max Uplift 13= 456(LC 12), 22=-475(LC 12) Max Grav 13=1319(LC 17), 22=1 504(LC 17) FORCES. (I -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-1952/781, 5-6=-1989/956, 6-7=-2037/967, 7-8=-1798/836, 8-9=-1778/777, 9-10=-1787/780, 10-11= 849/265, 11-12= 880/386, 12-13— 1273/770 BOT CHORD 21-22= 418/250, 19-21= 950/1564, 18-19= 1050/1852, 9-16=-254/200, 15-16= 691/1306, 11-15=-242/262 WEBS 3-22=-1435/788, 3-21=-693/1643, 5-21=-370/355, 6-19=-505/1296, 7-19=-10661527, 8-18=-320/205, 16-1 8-995/1783, 10-16= 500/867, 10-15— 1320/672, 12-15— 923/1693, 6-21=-222/316 NOTES- 1) Wind: AS14-0 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp B; cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-13, Interior(1) 3-8-13 to 14-8-0, Exterior(2) 14-8-0 to , Interior(1) 31-0-0 to 37-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions s �wn; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ad uate drainage to prevent water ponding. 3) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss as 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 bettyn the bottom chord and any other members, with BCD = 10.Opsf. 5) Refer to gir • er(s) for truss to truss connections. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 13 and 475 lb uplift at joint22. 1 WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 101032015 BEFORE USE. R" Design valid f use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system. 3efore use, the building designer must vedfy the applicability of design parameters and property Incorporate this design into the overall building deslg . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always requi ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSVIVI1 QualityCdlerla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infaimi jlonovaliabte from Truss Plate Institute, 218 N. Lee street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205073 75196 L2 Roof Special 1 1 Job Reference (optional) unambers I rpss, Inc., tort Hierce, I-L 8.13u s mar 11 zu1 b MI I eK inausmes, Inc. mon uun 41 u:46:bb zui b rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-gPvIRABW F5o10Xp_OAgjpNp9gbgAEiYHkhlpn4z9hGL 26-11-7 33-0-0 38-1-0 i ' S-10-13 6-0-9 5.1-0 Scale = 1:69.7 3x4 11 11 20 19 io 17 au 16 14 uc 13 uu 12 3x5 11 5x6 = 3x6 = 3x4 = 3x8 = 3x4 I 3x4 = 6x8 3x5 = U/} 3x6 = �� 2-0-02-4r0 8-8-0 15-0-0 21-0-9 26-11-7 33-0-0 38-1-0 2-0-00-4.0 6-0.0 6-4-0 6-0-9 5-10-13 6-0-9 5-1-0 Plate Offsets % ,Y -- 6:0-6-0,0-2-8 LOADING (p �) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20 �j Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.10 16-17 >999 360 MT20 244/190 TCDL 7t4 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.17 16-17 >999 240 BCLL OI Rep Stress Incr YES WB 0.63 Horz(CT) 0.05 12 n/a n1a BCDL 10 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.08 16 >999. 240 Weight: 257lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 12=1312/Mechanicai, 20=1497/0-8-0 Max Harz 20=372(LC 12) Max Uplift 12= 456(LC 12), 20=-475(LC 12) Max Grav 12=1454(LC 17), 20=1497(LC 1) FORCES. (11 Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-1918/828, 5-6=-1769/825, 6-7=-1667/812, 7-9— 1667/812, 9-10=-827/286 BOT CHORD 19-20=-429/260, 17-19=-1155/1743, 16-17=-970/1568, 14,16=-781/1481, 13-14= 781/1481, 12-13= 417/835 WEBS 3-20=-1388/804, 3-19= 740/1584, 6-17= 92/327, 6-16=-48/296, 7-16=-333/288, 9-16=-292/354, 9-14=0/298, 9-13— 1019/578, 10-13=-416/1001, 10-12=15171755 NOTES- 1) Wind:ASC II; Exp B; E 15-0-0 to 21 reactions sl 2) Provide adi 3) This truss t 4) ' This truss will fit betwi 5) Refer to gir 6) Provide me at joint 20. Structural wood sheathing directly applied or 5-3-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-10-6 oc bracing. 1 Rowiat midpt 11-12, 9-13, 10-12 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=5ft; Cat. C, GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 3-8-13, Interior(1) 3-8-13 to 15-0-0, Extedor(2) 1-10, Intedor(1) 33-0-0 to 37-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for wn; Lumber DOL=1.60 plate grip DOL=1.60 uate drainage to prevent water ponding. > been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members, with BCDL=10.Ops1. �r(s) for truss to truss connections. ianical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 12 and 475 lb uplift Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 Q WARNING - eN/y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M1I.7473 rev. 101=015 BEFORE USE. Design vdid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an fndlNdual building component, not � a truss system. fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desig Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A!� Mi ell" Is alwaysaeclui gd for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the TT fabrication, st {age, delivery, erection and bracing of trusses and truss systems, seeANSYW11 CualBy CrBedd, DSB-89 and BCSI Buading Component 6904 Parke East Blvd. Safety lnfonn flon3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205074 75196 L3 Roof Special 1 1 Job Reference (optional) L,namoers i 1pss, inc., ron coerce, r-L 2-4-0 "-I 5x8 = 6.13u s mar 11 zui 6 MI I eK Inauslnes, Inc. mon JUn 4 111:4b:by ZUI d rage 1 1 D:9t?aHXT6D UKu3t7xhu W EDQzB0la-4_bQ3BD0Y0Act?XZiJ EQR? RfOpr3ROVkQfXTOPz9hGl 23-00-9 i-28-11-7 35-0-0 2-8-1 ;0 35-0-0 38-1-0 6 5-10-13 6-0-9 3-1-0 Scale = 1:69.7 3x4 11 5x6 = 11 20 19 ,.. 17 16 "' 14 13 12 3x5 3x5 II Sx6 = 3x6 3x4 = 3x8 = 3x6 = 3x4 I 3x4 = 6x8 = = I� Plate Offsets X,Y)-- [6:0-6-0,0-2-81 LOADING (p f) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 2C 0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.10 16-17 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.18 17-19 >999 240 BCLL C 0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.05 12 n/a n/a BCDL ic 0 Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.08 17-19 >999 240 Weight: 270lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS (lb/size) 12=1312/Mechanical, 20=1497/0-8-0 Max Horz 20=372(LC 12) Max Uplift 12= 456(LC 12), 20=-475(LC 12) Max Grav 12=1413(LC 17), 20=1497(LC 1) FORCES. (1 - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-1954/831, 5-6=-1677/783, 6-7=-1447/732, 7-9=-14471732, 9-10— 461/164 BOT CHORD 19-20=-444/301, 17-19=-1138/1765,.16-17=-890/1467, 14-16= 618/1164, 13-14= 618/1164, 12-13— 239/458 WEBS 3-20= 1381/816, 3-19= 703/1547, 5-17=-363/298, 6-17=-125/410, 7-16= 327/282, 9-16_ 366/527, 9-14=0/325, 9-13=-1209/652, 10-13= 500/1113, 10-12=-1405/731 NOTES- 1) Wind: ASC II; Exp B; E� 17-0-0 to 2 reactions s 2) Provide ad 3) This truss 4) ` This truss will fit betty 5) Refer to gir, 6) Provide me at joint 20. Structural wood sheathing directly applied or 5-2-2 oc puriins, except end verticals. Rigid ceiling directly applied or 6-10-14 oc bracing. 1 Row at micipt 11-12, 5-17, 6-16, 7-16, 9-13, 10-12 : 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=5ft; Cat. Icl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-13, Interior(1) 3-8-13 to 17-0-0, Exterior(2) -4-10, Interior(1) 35-0-0 to 37-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for own; Lumber DOL=1.60 plate grip DOL=1.60 quate drainage to prevent water ponding. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 en the bottom chord and any other members, with BCDL = 10.Opsf. en(s) for truss to truss connections. phanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 12 and 475 lb uplift Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - I Ferify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 10/0312015 8EFORE USE. Design valid fe, use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trrrss system. 3efore use, the building designer must verify the applicablllty of design parameters and property Incorporate this design Into the overall buliding deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requ i ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, dellvery, erection and bracing of trusses and truss systems, seeANSUMII QualityCrBeft DSB-09 and BCS1 Bufiding Component 6904 Parke East Blvd. Safety Inform navailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 3409 Bent Pine / 056675 T14205075 75196 L4 Roof Special 1 1 Job Reference (optional) L.namoers i rpss, Inc., t-on Tierce, t-L 4x4 3x6 i 5 4 3 24 M LOADING (PT TCLL 2a p TCDL 0 BCLL BCDL 10 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 6.00 12 6 19 18 28 3x6 = u.1 su s mar 11 2u16 MI I eK maustnes, Inc. Mon Jun 4 1U:4U:UU Z01 t3 Nage 1 ID:9t?aHXT6DUKu3t7xhuWEDOzB01a-YB9oGXE1JKJTV961FOlfzD siDAuAUKttJGlxrz9hGH Scale=1:69.2 5x8 = 5x6 = 3x6 = 12 7 25 268 9 10 27 11--A 29 17 30 16 15 31 14 32 3313 3x8 = 4x4 = 6x8 — 3x6 = 25-0-0 31-0-0 38-1-0 6-0-0 6-0-0 7-1-0 SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.17 17-19 >999 360 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.31 17-19 >999 240 Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 13 n/a n/a Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.08 17-19 >999 240 BRACING - PLATES GRIP MT20 244/190 Weight: 277 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 1 Row at micipt 12-13, 5-20, 6-17, 7-16, 8-16, 10-16, 10-14 , 11-14, 11-13 REACTIONS. (lb/size) 13=1312/Mechanical, 20=1497/0-8-0 Max Horz 20=372(LC 12) Max Uplift 13=-456(LC 12), 20=-475(LC 12) Max Grav 13=1488(LC 17), 20=1555(LC 17) FORCES. (It Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-2002/842, 6-7=-1613/766, 7-8= 1279/666, B-1 0=-1 279/666, 10-11= 887/428 BOT CHORD 19-20— 1080/1772, 17-19=1018/1711, 16-17— 791/1415, 14-16— 457/892 WEBS 3-20_ 298/331, 5-20= 1952/832, 6-19= 34/257, 6-17= 474/356, 7-17= 230/644, 8-16=-337/290, 10-16=-447/737, 10-14=-914/651, 11-14=-715/1415, 11-13=-13651780 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=511; Cat. II; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 3-8-13, Interior(1) 3-8-13 to 19-0-0, Exterior(2) 19-0-0 to 2 4-10, Interior(1) 37-0-0 to 37-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ade juate drainage to prevent water ponding. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betty gn the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gir pr(s) for truss to truss connections. 7) Provide me}lhanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 13 and 475 lb uplift at joint 20. I Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 0 WARNING • erlty design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MiTekG connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek" Is always requl od for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stlepge, Safety/nform4#6navallable delivery, erection and bracing of trusses and truss systems, seeANSW11 CualByCdletla, DSB-89 and 8CS1 BuSdtng Component from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205076 75196 L5 Half Hip 1 1 Job Reference (optional) unamoers I ss, inc., t-on Tierce, 1-L t5.1av s mar 11 zUlts MI I eK mausmes, mc. ivion dun 4 1U:49:U1 ZUlts rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-1 NjBUtFf4dRK6JhypjGuW QWzzcTpvzwOtzOaTlz9hGG 2-4-0 8-3-11 14-9-5 21.0.0 i 29-6-8 38-1-0 i Or -22-4-0 5-11.11 6-5-11 6-2-11 8-6-8 8-6-8 M dI 0 3x4 11 5x8 = 4z6 = 4x5 = 6.00 12 723 24 8 9 25 26 10 3x4 i 22 6 3x6 i 4x4 i�- 5 4 3x4 11 21 3 17 16 2715 28 14 13 29 12 30 11 3x4 = 3x4 = 3x6 = 3x6 3x6 I I x5 = 3x4 = 4x8 = f3 0 LOADING (p f) SPACING- 2-0-0 TCLL 2 0 Plate Grip DOL 1.25 TCDL 0 Lumber DOL 1.25 BCLL 0 ' Rep Stress Incr YES BCDL 1 0 Code FBC20171TP12014 LUMBER- CSI. TC 0.46 BC 0.53 WB 0.56 Matrix -MS Scale=1:70.9 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.2314-16 >999 360 MT20 2441190 Vert(CT) -0.3914-16 >999 240 Horz(CT) 0.05 11 n/a n/a Wind(LL) 0.0814-16 >999 240 Weight: 247lb Ff=20% BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purons, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. 10-11,7-12,10-12: 2x4 SP M 30 WEBS 1 Row at midpt 10-11, 4-17, 6-14, 7-12, 9-12, 10-12 REACTIONS (lb/size) 11=1312/Mechanical, 17=1497/0-8-0 Max Horz 17=392(LC 12) Max Uplift 11=-462(LC 12), 17=-469(LC 12) Max Grav 11=1509(LC 17), 17=1569(LC 17) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6— 2023/814, 6-7=151W704, 7-9=-954/505, 9-10= 954/505, 10-1 1=-1 337/798 BOT CHORD 16-17=-1084/1820, 14-16= 974/1687, 12-14= 715/1323 WEBS 3-17=-307/343, 4-17=-1964/812, 6-16=-64/332, 6-14=-575/403, 7-14= 256/787, 7-12— 587/335, 9-12=-539/437, 10-12=-800/1510 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=5ft; Cat. 11; Exp B- is l., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-13, Interior(1) 3-8-13 to 21-0-0, Exterior(2) 21-0-0 to 2410 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60ate grip DOL=1.60 3) Provide adMate drainage to prevent water ponding. 4) This truss been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss as 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 betty en the bottom chord and any other members, with BCD = 1 O.Opsf. 6) Refer to gir er(s) for truss to truss connections. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 11 and 469 lb uplift at joint 17. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: June 4,2018 ® WARNING - erlfy design parameter and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desi Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pA MiT ek7 Is always req ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualIfyCrllerla, DSO-89 and BCS1 BuIld/ng Component 6904 Parke East Blvd. safety ffonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply 3409 Bent Pine / Q56675 T14205077 75196 L6 Piggyback Base 6 1 Job Reference (optional) unamoers I rftss, Inc., Fort Fierce, t-L 2.4-0 , 8-4-14 3x6 -.r- 4x4 i 5 4 3x4 11 21 3 8.130 s mar 11 2U18 MI I eK Industries, Inc. Mon Jun 4 1 U:49:o3 2o18 Page 1 ID:9t?aHXT6DUku3t7xhuW EDQzB01a-zlgxvZGvcFht McrKx8lMbrcJTQ9HNtFJLHVhXAz9hGE 14-9-5 21-0-0 29-6-8 38-1-0 6-4-7 6-2-11 8-6-8 8-6-8 5x8 = Scale=1:68.9 3x4 II 3x6 = 4x5 = 72,3 24 a 25 26 9 10 6.00 F12 3x4 i 22 6 17 16 2715 28 i4 13 29 12 30 11 3x4 = 3x4 = 3x6 = 3x4 — 3x6 — 4x8 = j - 3x6 11 3xJ::-- 0-02 4 0 11-8-0 21-0-0 29-6-8 38-1-0 0-0014-0 9-4-0 9-4-0 8-6-8 8-6-8 Plate Offsets Y — 7:0-6-0,0-2-8 LOADING (p r) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20hD Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.23 14-16 >999 360 MT20 244/190 TCDL 7 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.39 14-16 >999 240 BCLL 0 D Rep Stress Incr YES WB 0.57 Horz(CT) 0.05 11 n/a n1a BCDL 10 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.08 14-16 >999 240 Weight: 247lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc puffins, BOT CHORD' 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. 10-11,7-12,10-12: 2x4 SP M 30 WEBS 1 Row at midpt 10-11, 5-17, 6-14, 7-12, 8-12, 10-12 REACTIONS. (lb/size) 11=1312/Mechanical, 17=1497/0-8-0 Max Horz 17=392(LC 12) Max Uplift 11= 462(LC 12), 17=-469(LC 12) Max Grav 11=1509(LC 17), 17=1569(LC 17) FORCES. (It Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-2023/816, 6-7=-1517/703, 7-8=-954/505, 8-10= 954/505, 10-11=-1337/798 BOT CHORD 16-17— 1083/1823, 14-16_ 974/1686, 12-14=-715/1323 WEBS 3-17= 316/351, 5-17=-1957/804, 6-16= 67/333, 6-14= 574/402, 7-14=-256/786, 7-12=-587/335, 8-12= 539/437, 10-12=-800/1510 NOTES- 1) Unbalance( 2) Wind: ASC II; Exp B; E. 21-0-0 to 2( DOL=1.601 3) Provide ad( 4) This truss h 5) *This truss will fit betty( 6) Refer to gin 7) Provide me at joint 17. 'oof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=5ft; Cat. :I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-13, Interior(1) 3-8-13 to 21-0-0, Exterior(2) 4-10 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber ate grip DOL=1.60 uate drainage to prevent water ponding. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members, with BCDL = 10.Opsf. rr(s) for truss to truss connections. lanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 11 and 469 lb uplift Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING • eruy design parameters and READ NOTES ON THIS AND INCLUDED MA'EK REFERANCE PAGE M!I-7473 rev. f0/03/2015 BEFORE USE. Design valid 1 use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' , a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bullding deslg . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always requl d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto age, dellvery, erection and bracing of trusses and truss systems, seeANSYWII OualllyCiffedd, DSO-89 and 8C91 Bu8d/ngComponent 6904 Parke East Blvd. Solety/nlorm , - novailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205078 75196 L7 Half Hip 1 1 Job Reference (optional) unamuers 19455, Inc., rorr rlerce, rL 2-4-0 ' 6-6-3 6.00 i12 tr.I'iu s Mar 11 'Gut r1 IVII I eK Inaustrles, Inc. Mon dun 4 1 u:4u:u4 2u1 t3 rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-RyOJ6vHXNYpuzmQW Usgb838V6gV76JVTaxEE4dz9hGD 5x8 = 3x4 l 3x6 = 4x5 = 7 23 8 24 25 9 10 17 ,.. �,, t4 ,.. �. 12 11 3x4 = 3x4 = 3x6 = 3x4 —_ 3x6 = 4x8 — 3x6 3x5 = a '� Scale = 1:73.0 Plate Offsets' ,Y -- :0-6-0,0-2-8 LOADING (p ) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud, PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.28 14-16 >999 360 MT20 244/190 TCDL 7�0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.47 14-16 >916 240 BCLIL pI0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.05 11 n/a n/a BCDL 10f Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 14-16 >999 240 Weight: 251lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` BOT CHORD 10-11,7-12,10-12: 2x4 SP M 30 WEBS REACTIONS. (lb/size) 11=1312/Mechanical, 17=1497/0-8-0 Max Horz 17=409(LC 12) Max Uplift 11=-467(LC 12), 17=-464(LC 12) Max Grav 11=1516(LC 17), 17=1566(LC 17) FORCES. (I -Ma Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6= 2017/800, 6-7— 1458/666, 7-8=-884/469, 8-10=-884/469, 10-11= 1351/804 BOT CHORD 16-17= 1089/1840, 14-16= 960/1661, 12-14=-685/1267 WEBS 3-17=-345/377, 4-17=-1928/765, 6-16=-87/370, 6-14=-620/425, 7-14=-272/823, 7-12= 646/365, 8-12=-505/416, 10-12= 790/1487 NOTES- 1) Wind: ASC II; Exp B; E 21-10-8 to DOL=1.60 2) Provide ad 3) This truss h 4) *This truss Will fit betwe 5) Refer to girt 6) Provide met at joint 17. Structural wood sheathing directly applied or 5-0-14 oc purlins, except end verticals. Rigid ceiling directly applied or 7-0-7 oc bracing. 1 Row at midpt 10-11, 4-17, 6-14, 7-12, 8-12, 10-12 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=451t; L=38ft; eave=5ft; Cat. :I., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-0-0-15 to 3-8-13, Interior(1) 3-8-13 to 21-10-8, Exterior(2) '-3-2 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber ate grip DOL=1.60 uate drainage to prevent water ponding. 3 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members, with BCDL=10.Opsf. tr(s) for truss to truss connections. lanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 11 and 464 lb uplift Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING. IVerify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII.7473 rev- 10/032015 BEFORE USE. Deslgn valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�g MiTeg� ° Is always requl ad for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GualByOfteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoang 1ponovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 3409 Bent Pine / Q56675 T14205079 75196 LB Half Hip 1 1 Job Reference (optional) Chambers I r ss, Inc., tort mefce, rL m. su s Mar 11 2U18 MI I eK Inausiries, Inc. Mon Jun 4 10:49:05 2018 rage 1 I D:9t?aHXT6DUKu3t7xhuW EDOzB01a-vByhKE197sxlbw?j2ZLggGhg2Eg3rkscob_nc3z9hGC 2-4-0 7-4-0 12-4-0 19.10-6 24-7-4 29.4.0 33-6-12 38-1-0 --22-4-0 5-0-0 S-O-D 7.6-6 4-6-12 4.8-12 4-2-12 4-6.4 Scale=1:73.7 5x6 = 3x6 =3x4 II 3x4 II 3x4 _ 3x4 = 6.00 12 7 27 8 28 9 10 2911 30 12 45 i 26 3x6 i 6 3x4 5 4 3x5 i 3 25 m 1 18 15 _ Io 0 6x8 = 17 1631 32 1 21 20 19 3x6 = 14 13 3x5 = 3x4 11 5x8 = 3x4 II 3x8 — 4x4 II J 4x10 11 i 2-0-02�4 0 7-4-0 12-4-0 19.10.8 29-4-0 38-1-0 r 2-0-00-0.0 5.0.0 5-0-0 7-6-8 9-5-8 8-9-0 Plate Offsets ,Y -- 7:0-3-0,0-2-0 , 15:0-2-12,Edge], 18:0-5-12,0-4-0 LOADING (p () SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.31 15-17 >999 360 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.52 15-17 >823 240 BCLL 0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.08 13 n/a n/a BCDL 10 Code FBC2017rFP12014 Matrix -MS Wind(LL) 0.10 17-18 >999 240 Weight: 280lb Ff=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins, BOT CHORD 2x4 SP M 30 -Except' except end verticals. 6-19,10-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 1 Row at micipt 10-15 WEBS 1 Row at midpt 12-13, 6-17, 8-15, 11-15, 11-13 REACTIONS. (lb/size) 13=1312/Mechanical, 21=1497/0-8-0 Max Horz 21=371(LC 12) Max Uplift 13= 456(LC 12), 21— 475(LC 12) FORCES. (It Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1775/728, 4-6=-2221/1099, 6-7=-1631/821, 7-8= 1409/834, B-10= 997/559, 10-11= 989/557 BOT CHORD 20-21= 395/225, 6-18= 112/363, 17-18=1301/2038, 15-17— 749/1263 WEBS 3-21=-1383/766, 3-20=-658/1551, 4-20=-640/435, 18-20=-989/1563, 4-18=-270/443, 6-17=-759/559, 7-17= 84/406, 8-17— 186/321, 8-15=-558/400, 13-15=-304/568, 11-15=-568/1099, 11-13=-1320/801 NOTES- 1) Wind: ASC 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 3-8-13, Interior(1) 3-8-13 to 19-10-8, Extedor(2) 19-10-8 to -3-2 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 late grip DOL=1.60 2) Provide ad Idate drainage to prevent water ponding. 3) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss as 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 betty n the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to gin • er(s) for truss to truss connections. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 13 and 475 lb uplift at joint 21. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING • erl/y desgn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design vaild f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building destg Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requ for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stage, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualifyCifferld, DSB-89 and BCSI BugdingComponent 6904 Parke East Blvd. Sarbly thillona, rponovallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205080 75196 L9 Half Hip 1 1 Job Reference (optional) unamoers I7ss, Inc., fort fierce, 1-L 5-3-12 10-4.0 15-10-8 u.iuu s mar 71 zuiu MI I eK mausfnes, Inc. mon Jun 4 1U:49:u/ zuiu rage i ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-rX4SkwJOffBTgE85A_Nllhm 1 pl VCJcNvGvTugxz9hGA 21-7-4 27.4-0 31-6-12 36-1-0 Scale=1:66.6 5x8 = 3x4 11 4x5 = 3x6 = 3x4 —_ 3x4 11 5 23 24 256 7 8 9 26 27 10 6.00 12 4x5 i 4 22 3x4 Vr 3x6 i�- 3 221 4x8 1 , 17 13 A.A= IO o "'111 6x8 = 16 15 28 14 29 2 19 18 3x6 = 3x4 = 3x8 = 12 11 3x I I 5x8 = 3x4 I I 4x4 11 4�r10 I I 5-3-12 10-4-0 15-10-8 21-7-4 27-4-0 36-1-0 5-3-12 5-0.4 5-6-8 5-8-12 5.8-12 8-9-0 Plate Offsets X ,Y -- 5:0-6-0,0-2-8 , 13:0-5-8,0-3-12 , 17:0-5-12,0-4-0 LOADING (pfi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.17 11-12 >999 360 MT20 244/190 TCDL A0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.35 11-12 >999 240 BCLL 10 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.08 11 n/a n/a BCDL 1 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1014-15 >999 240 Weight: 275 111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc puffins, BOT CHORD 2x4 SP M 30 `Except` except end verticals. 4-18,7-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-7 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 Row at micipt 7-13 1-20: 2x6 SP No.2 WEBS 1 Row at midpt 10-11, 5-14, 9-11 FORCES. (I TOP CHORD BOT CHORD WEBS (11 size) 11 =1 321/Mechanical, 20=1321/0-8-0 Max Horz 20=292(LC 12) Max Uplift 11=-451(LC 12), 20— 367(LC 12) Max Grav 11=1321(LC 1), 20=1337(LC 17) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 1-3— 1856/831, 3-4=-2257/1163, 4-5=-1758/940, 5-6=-1498/857, 6-7— 1498/857, 7-9=-1128/631, 1-20=-1281/632 19-20=-474/265, 4-17=-181/379, 15-17= 1285/2036, 14-15=-920/1541, 13-14=-635/1139, 7-13=-726/503 3-19=-625/427, 17-19— 1032/1617, 3-17=-212/377, 4-15= 671/491, 5-15=-246/561, 6-14= 338/290, 7-14=-375/612, 11-13= 351/532, 9-13= 591/1144, 9-11 =-1 354/817, 1-19=-634/1521 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B--45ft; L=36ft; eave=5ft; Cat. II; Exp B; Ei cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-10-1, interior(1) 3-10-1 to 15-10-8, Exterior(2) 15-10-8 to -11-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 ate grip DOL=1.60 2) Provide ade juate drainage to prevent water ponding. 3) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss as 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 betwe n the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to gin er(s) for truss to truss connections. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 451 lb uplift at joint 11 and 367 ib uplift at joint 20. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - 1 erW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building deslg . &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always requ d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sto age, delivery, erection and bracing of trusses and truss systems, seeANSYIPii GualfiyCrBeda, DSB-89 and BCSI Bund/ng Component 6904 Parke East Blvd. Satetylntorin , novailabte from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205081 75196 LA Roof Special 1 1 Job Reference (optional) Chambers Tr ss, Inc., Fon Fierce, FL 8A30 s mar i 1 zU1U ml I ex mousines, Inc. Nion dun 4 1u:4y:lu zuly rage 1 I D:9t?aHXT6DUKu3t7xhuW EDQzB01a-G6laNyMIyOZ2hhtgr6w?NKOX8Fb4W—ZLythYHGz9hG7 -3-7 8.9.0 14-4-4 19-11-8 1-1- 25-9-0 30-9.4 36.1-0 -3-7 6-5-9 5-7-4 5-7-4 1-1-8 4-8-0 5-0-4 5-3-12 Scale: 3/16"=V 6.00 12 5x6 = 5x6 = 3x5 = 3x6 = 3x8 = 7 1 2 23 24 3 4 5 25 2R2727 8 3x6 9 10 28 � 4x5 11 TO 19 15 —_ v o 6x8 = 29 18 17 30 16 31 32 22 21 20 3x6 = 3x10 = 14 13 12 5x6 — 5xB = 3x6 11 J I`l 3-7 8-9-0 14-4.4 19-11-8 25-9-0 30-9-4 36-1-0 3.7 5-7-4 5-7-4 5-9-8 5-0-4 5.3-12 'late Offsets ,Y -- 15:0-2-12,0-2-12 , 19:0-2-4,0-2-8 LOADING (p$�) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20 P Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 15-16 >999 360 MT20 244/190 TCDL 7.D Lumber DOL 1.25 BC 0.33 Vert(CT) -0.22 15-16 >999 240 BCLL 0.3 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.07 12 n/a rda BCDL 10 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 15-16 >999 240 Weight: 273lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-11 oc pudins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 3-20,8-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 1-22, 2-21, 2-19, 5-19, 5-16 REACTIONS. (lb/size) 12=1240/Mechanical, 21=1408/0-11-5 Max Horz 21= 257(LC 12) Max Uplift 12=-347(LC 12), 21=-530(LC 12) Max Grav 12=1283(LC 18), 21=1408(LC 1)' FORCES. (1 - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 947/442, 3-5=-949/441, 5-6� 1609/813, 6-7=-1783/908, 7-8=-2106/1066, ' 8-10— 2069/921, 10-11= 1800/773, 11-12= 1227/587 BOT CHORD 3-19— 334/248, 18-19=-372/1458, 16-18= 372/1458, 15-16=-419/1391, 8-15=-279/278 WEBS 2-21=-1288/781, 19-21=-171/334, 2-19= 665/1409, 5-19=-856/442, 5-18=0/275, 6-16=-838/481, 7-16=-356/938, 7-15=-420/708, 13-15=-582/1524, 10-15= 30/303, 10-13= 524/282, 11-13— 571/1476 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp B; Ei cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-9-1, Interior(1) 3-9-1 to 21-1-0, Exterior(2) 21-1-0 to 24-8-5 zo e; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D L=1.60 3) Provide ade uate drainage to prevent water ponding. 4) All plates at 3x4 MT20 unless otherwise Indicated. 5) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as 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 betwi n the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to gir er(s) for truss to truss connections. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 12 and 530 lb uplift at joint 21. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING •I rerifyclesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010=015 BEFORE USE. Design valid ty, use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. 3efore use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing p� Mi4 e V Is always requi ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSVIPII QualityCdferlq DSB-89 and BCSI Bugd/ng Component 6904 Parke East Blvd. Safety thform6 Bonavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205082 75196 LB Roof Special 1 1 Job Reference (optional) unambers I rpss, Inc., ron Pierce, I-L 4-3-7 4-&4 8-9-0 8.13o s mar 11 2018 MI I eK industries, Inc. Mon dun 4 10:49:12 2M LI Pagel ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-CUtLoeNYUOpmx?I3yXzTSITr?2F3_wGePBAfM9z9hG5 13-4-4 17-11-8 21-1-0 25.9.0 30.9-4 36-1-0 4-7-4 4-7-4 3-1-8 4-8-0 5-0.4 6.3-12 Scale: 3/16°=l' 6.00 F12 5x6 = 3x6 = Sx6 = 7 2 3 6 22 23 4 24 �� 18 6x8 = 27 28 17 16 29 20 19 3x6 = 1 > 3x8 = 7-11- 9-2-8 25 8 g 3x6 1026 , 4x5 11 m o 15 30 1 14 13 12 Sx8 = 3x6 11 I '` LOADING (p f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 2C.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 16-18 >999 360 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.48 Vert(CT) -0.33 16-18 >999 240 BCLL 0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.07 12 n/a n/a BCDL 11,0 0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.08 15-16 >999 240 Weight: 249lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-5 oc puffins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 3-19,8-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 2-20, 5-18 REACTIONS (lb/size) 12=1151/Mechanical, 20=1497/0-11-5 Max Horz 20=-219(LC 12) Max Uplift 12=-321(LC 12), 20=-61O(LC 12) Max Grav 12=1168(LC 18), 20=1594(LC 18) FORCES. (1 - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 647/224, 3-5= 657/229, 5-6= 1549/706, 6-7=-1760/857, 7-8= 1870/962, 8-9— 1826/839, 9-11=-1621/729, 11-12= 1113/559 BOT CHORD 16-18— 289/1238, 15-16= 318/1196, 8-15=-289/283 WEBS 2-20=-1292/716, 18-20=-91/290, 2-18=-430/1141, 5-18=-914/554, 5-16=-245/577, 6-16=-912/537, 7-16=-313/893, 7-15=-4257760, 13-15=-537/1402, 9-15=0/259, 9-13= 463/258, 11-13=-501/1317 NOTES- 1) Unbalancet roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp B; E cl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-9-1, Interior(1) 3-9-1 to 21-1-0, Extedor(2) 21-1-0 to 24-8-5 z e; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip I L=1.60 3) Provide ad quate drainage to prevent water ponding. 4) All plates a e 3x4 MT20 unless otherwise indicated. 5) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as 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 betty n the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to gir er(s) for truss to truss connections. 8) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 321 lb uplift at joint 12 and 610 lb uplift at joint 20. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - Design valltl 1 erlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev. 10/0112015 BEFORE USE. use only with MI1ek®connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into The overall building desl Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pAT g� iYe� elc Is always req ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sl age, delivery, erection and bracing of trusses and Truss systems, seeANSy1P11 QualityCISe11a, DSH-69 and Ill Building Component 6904 Parke East Blvd. safetYfnform Honavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205083 75196 LC Roof Special 1 1 Job Reference (optional) GnamD9rS I�ss, Inc., tort Fierce, FL b.i6u s mar 11 zulu MI IeK Inausirles, Inc. mon dun 41u:4u:1b zulC rage 1 I D:9t?aHXT6DUKu3t7xhuW EDQzB01a-c3ZTOfQRnxBKoSmeegWA4N5OLGE3BFW459PJyUz9hG2 4-6-4 6-4-3 8-9-0 15-11-8 21-1-0 25-9.0 30-9-4 36-1-0 4-6-4 1-9-15 2-4-13 7-2-8 5-1-8 4-8-0 5-0.4 5-3-12 5x6 = 6.00 12 5 4x5 3x4 = 4x5 = 5x6 = 22 1 2 3 20 21 16 6x8 = 15 14 26 19 25 18 17 3x6 = 3x4 11 6x8 = 3x4 11 3x10 = 6-4-3 8-9-0 1 15-11-8 1 Scale: 3/16"=V 23 3x4 11 1- 6 13L2L.v o 27 12 11 10 3x4 II 4x8 = 3x6 I I J 30-9-4 36-1-0 I 5-0-4 5-3-12 n co LOADING (p fi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TOLL 200 Plate Grip DOL 1.25 TO 0.34 Vert(LL) -0.35 13-15 >999 360 MT20 244/190 TCDL -1.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.62 13-15 >571 240 BOLL (.D Rep Stress Incr YES WB 0.81 Horz(CT) 0.05 10 n/a n/a BCDL 10 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.0713-15 >999 240 Weight: 242lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc puffins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 3-17,6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 1-18, 3-15 REACTIONS. (Ib/size) 10=1047/Mechanical, 18=1602/0-11-1 Max Horz 18=-182(LC 12) Max Uplift 10= 285(LC 12), 18=-702(LC 12) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-261/223, 2-3=-251/30, 3-4=-1277/473, 4-5= 15081636, 5-6= 1624/818, 6-7=-1576/700, 7-9= 1441/631, 9-10=-993/496 BOT CHORD 3-16= 979/620, 15-16= 46/398, 13-15=-201/995, 6-13=-292/279 WEBS 1-18=-326/384, 2-18= 1153/446, 16-18=-397/574, 2-16=-283/1001, 3-15=-716/1307, 4-15=-966/546, 5-15=-113/661, 5-13=-414/847, 11-13=-444/1327, 7-11= 409/220, 9-11=-414/1164 NOTES- 1) Unbalance 2) Wind: ASC II; Exp B; E to 24-8-5 z plate grip D 3) Provide ad 4) This truss 5) * This truss will fit betty 6) Refer to gin 7) Provide me at joint 18. roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Op4f; h=17ft; B=45ft; L=36ft; eave=5ft; Cat. cl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-9-1, Interior(1) 3-9-1 to 21-1-0, Exterior(2) 21-1-0 ie; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 )L=1.60 fuate drainage to prevent water ponding. Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ias 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 m the bottom chord and any other members, with BCDL = 10.Opsf. ar(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 10 and 702 lb uplift Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING- I Ferify design parameters and READ NOTES ON THIS AND INCLUDED AWEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �� a truss system, fore use, the building designer must verify the applicability of design parameters and properly Incorporate flits design Into the overall building deslg . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mek' Is always requied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, scoANS&VII Qualify Cttlerl , DSB-89 and SCSI Buading Component 6904 Parke East Blvd. Saloty Intonno /lonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205084 75196 LD Roof Special 1 1 Job Reference (optional) Chambers I r ss, Inc., tort Nlerce, I-L 6.13o s Mar 11 2016 MI I eK Industries, Inc. Mon Jun 4 10:49:1 / 2ul B Page 1 1 D:9t?aHXT6D U Ku3t7xhu W EDQzB01a-ZSgErLRhJYS21 mv014Ze9oBj 13?xfB W NZSuO1 Mz9hGO 4-6-4 6-5-0 e•9.0 13-11-8 21-1-0 25-9-0 30-9-4 36-1-0 4-6-4 1-10-12 2-4-0 5-2-8 7-1-8 4-8-0 5--0-4 5.3-12 Scale: 3/16'=l' 5x6 = 6.00 F12 5 23 24 4x5 4x5 3x4 = 4x5 = 5x6 = 6 1 2 3 3x6 7 3x4 I 21 22 8 25 4x5 9 ' m 17 13 5x8 = 16 15 14 1 20 19 18 3x5 = 3x6 = 3x8 = 12 11 10 3x6 1 6x8 — 3x4 I I 3x4 11 4x8 = 3x6 II 6-5-0 8-9-0 13-11-8 21-1-0 25-9.0 30-9-4 36-1-0 6-5-0 2-4-0 5-2-8 7-1-8 4-8-0 5-0 4 5-3-12 Plate Offsets ,Y -- Ill 3:0-5-8,0-4-0 , rl7:0-5-8,0-4-0 LOADING (p �) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20 pb Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.07 14-16 >999 360 MT20 244/190 TCDL 7t Lumber DOL 1.25 BC 0.31 Vert(CT) -0.16 14-16 ' >999 240 BCLL 01 Rep Stress Incr YES WB 0.59 Horz(CT) 0.04 10 n/a n/a BCDL 10 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.06 13-14 >999 240 Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, - BOT CHORD 2x4 SP M 30'Except' except end verticals. 3-18,6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 1-19, 4-14 REACTIONS. (lb/size) 20_ 383/Mechanical, 10=962/Mechanical, 19=2070/0-8-0 Max Horz 20=153(LC 11) Max Uplift 20=-383(1_13 1), 10= 291(LC 12), 19=-610(LC 12) Max Grav 20=81(LC 12), 10=962(LC 1), 19=2070(LC 1) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-122/434, 1-2=-290/715, 2-3=-146/349, 3-4=-833/455, 4-5=-1023/574, 5-6= 993/605, 6-8— 1409/738, 8-9= 1309/646, 9-10=-909/505 BOT CHORD 3-17=-1018/537, 16-17= 384/335, 14-16=-287/861, 13-14= 453/1211, 6-13=-136/338 WEBS 1-19=-930/380, 2-19— 952/504, 17-19=-801/559, 2-'17— 288/728, 3-16=-734/1463, 4-16= 749/480, 5-14=-235/529, 6-14=-575/354, 11-13=-484/1088, 8-11=-375/247, 9-11— 428/1047 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC 7-10, Vult=160mph (3-second gust) Vasd=124mph;'TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=36fh eave=5ft Cat. II; Exp B; E fcI., G6pi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-9-1, Interior(1) 3-9-1 to 21-1-0, Exterior(2) 21-1-0 to 24-8-5 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D , L=1.60 3) Provide ad( uate drainage to prevent water ponding. 4) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betty n the bottom chord and any other members. 6) Refer to gird er(s) for truss to truss connections. 7) Provide me Ihanical connection (by others) of truss to bearing plate capable of withstanding 383 lb uplift at joint 20, 291 lb uplift at joint 10 and �10 lb uplift at joint 19. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 A WARNING - I lerity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MI�Y eW Is always requied for stability and to prevent collapse wilh posslbie personal injury and property damage. For general guidance regarding the ' fabrication, sf age. delivery, erection and bracing of trusses and truss systems, seeANS&VIi CualByCrlladd, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety lnform Bonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205085 75196 LE Roof Special 1 1 Job Reference (optional) unamoers I rgss, Inc., ton tierce, rL II4-6-4 6.5-0 , 8-9-0 , 11-11 11 4-6-4 1-10-12 3-2-8 4x5 3x4 = 4x5 = 5x6 = 1 2 3 22 23 18 6x8 = 17 21 20 19 4x8 = 3x4 I 6x8 3x4 II WI o.i au s rviar r 1 zui a rvu I UK muusuies, MU. rvroH uuH 4 I a:'+a;zu za 10 rage , I D:9t?aHXT6DUKu3t7xhuW EDQzB01a-z1 MMTNTZbTgduDebQD6LnRpF1 H_3sZFpFO64dhz9hFz 16-6-4 21-1-0 25-9-0 30-9-4 3%1.0 4-6-12 4-6-12 4-8-0 5-0-4 5-3-12 Scale; 3/16°=1' 5x6 = 6.00 12 6 3x4 i 24 P5 4x5 5 7 3x6 8 3x4 9 26 4x5 10 r? a mT o 14 = 't 27 16 15 1 3x6 = 3x8 — 13 12 11 3x4 11 4x8 — 3x6 11 6-5-0 8-9-0 11-11-8 18-10-4 21-1-0 25-9-0 30-9-4 36-1-0 6-5-0 2-4-0 3-2-8 6.10-12 2-2-12 4-8-0 5-0-4 5.3-12 Plate Offsets Y -- 14:0-5-8,0-4-0 , 18:0-5-8,0-4-0 LOADING (p ) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.15 15-17 >999 360 MT20 244/190 TCDL 7 3 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.33 15-17 >999 240 BCLL 0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.06 11 n/a n/a BCDL 10 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.06 14-15 >999 240 Weight: 235lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-13 oc pudins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 3-19,7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 18-19. REACTIONS. (lb/size) 11=1043/Mechanical, 20=1606/0-8-0 Max Horz 20=166(LC 11) Max Uplift 11= 296(LC 12), 20� 693(LC 12) FORCES. (I - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-396/296, 2-3=-470/58, 3-4= 1351/255, 4-5=-1605/358, 5-6= 1175/582, 6-7=-1178/598, 7-9= 1591/737, 9-1 0=-1 435/644, 10-11=-990/504 BOT CHORD 3-18— 921/512, 17-18=-97/614, 15-17=-315/1291, 14-15=-443/1376, 7-14= 138/320 WEBS 1-20=-374/501, 2-20=-1 108/404,18-20=-462/595, 2-18=-179/1042, 3-17=-703/1271, 4-17=-878/297, 5-17=-30/336, 5-15=-411/168, 6-15=-3191768, 7-15= 561/374, 12-14= 481/1187, 9-12=-423/245, 10-12=-425/1158 NOTES- 1) Unbalance( roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-9-1, Interior(1) 3-9-1 to 21-1-0, Exterior(2) 21-1-0 to 24-8-5 z( 0e; Cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D L=1.60 3) Provide ad( uate drainage to prevent water ponding. 4) This truss h Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss as 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 betw( gn the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to gin r(s) for truss to truss connections. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at Joint 11 and 693 lb uplift at Joint 20. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - I lerity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid i use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not � a truss system. fore use, the building designer must verify the applicdbaity of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requi i ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSW1I OuafdyCrBelta, DSB-89 and BCSI Build/ng Component 6904 Parke East Blvd. sofetyinjorml tlonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205086 75196 LF Roof Special 1 1 Job Reference (optional) GnamberS I r ss, Inc., f'On Fierce, I-L. o.l ou s Mar l i ZUl V IVII I eK muu5rrles, mC. IVlon dun 4 I u:,+u:ee eu 10 rage i ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-vPU7u3Vg744L8Xo_Ye8pssubW4gnKRs6ikbBhaz9hFx 4-6-4 6-5-0 8-9-0 -11- 1%- 21-1-0 25-9.0 30-9-4 3%1-0 4-6-4 1-10-12 2-4-0 1-2-8 5-6-12 5-6-12 4-8-0 5-0-4 5-3-12 Scale; 3/16"=1' 5x6 = 6 6.00 F12 P4 25 3x4 II 4x4 i 7 5 3x6 4x5 = 8 3x4 4x5 3x4 = 5x6 = 9 1 2. 3 26 22 23 4x5 10 r rh C? jrq 18 14 6x8—_ o 17 16 15 27 28^l I 21 20 19 5x8 = 3x6 = 13 12 11 3x4 I 6x8 =3x4 11 3x4 = 3x4 11 4x8 = 3x6 I I 4x8 = 6-5-0 8-9-0 11- 17-10-4 25-9-0 30-9-4 36-1-0 6-5-0 24-0 1-2-8 7-10-12 7-10-12 5-0-4 5%-12 Plate Offsets X,Y - 14:0-2-12,0-2-12 , 18:0-5-8,0-4-0 LOADING (p �) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20 �j Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.17 14-15 >999 360 MT20 244/190 TCDL 7h Lumber DOL 1.25 BC 0.40 Vert(CT) -0.29 14-15 >999 240 BCLL 0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 11 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.06 14-15 >999 240 Weight: 226lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc puriins, BOT CHORD 2x4 SP M 30'Except` except end verticals. 3-19,7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 18-19,12-13. REACTIONS. (lb/size) 11=1043/Mechanical, 20=1606/0-8-0 Max Horz 20=179(LC 11) Max Uplift 11= 300(1-C 12), 20— 688(LC 12) FORCES. (it Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-527/392, 2-3=-754/104, 3-4=-1262/154, 4-5=-1537/232, 5-6=1399/633, 6-7=-1558/846, 7-9— 1549/727, 9-10=-1435/650, 10-11=-989/508 BOT CHORD 3-18= 854/512, 17-18=-155/947, 15-17= 341/1438, 14-15=-222/1040, 7-14=-290/279 WEBS 1-20=-466/625, 2-20=-1 11 1/359,18-20= 541/665, 2-18— 163/1270, 3-17=-685/1078, 4-17=-865/177, 5-17=-328/652, 5-15=-340/167, 6-15=-105/611, 6-14— 4217782, 12-14=-468/1224, 9-12= 390/228, 10-12=-431/1158 NOTES- 1) Unbalance( roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp B; E cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-9-1, Interior(1) 3-9-1 to 21-1-0, Exterior(2) 21-1-0 to 24-8-5 z( ie; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D L=1.60 3) Provide adE uate drainage to prevent water ponding. 4) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss as 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 betw gn the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 11 and 688 lb uplift at joint 20. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June, 4,2018 ® WARNING - errty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03)2015 BEFORE USE. Design valid i use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not �' a truss system. building desig efore use, the building designer must verify the applicability of design parameters and properly incorporate ihffi design Into the overall . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiT ek7 is always requ i ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSWII AualByCdtetla, DSO-89 and BCSI Bugd/ng Component 6904 Parke East Blvd. SatetV frifonni MnaVolable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205087 75196 MV2 Valley 2 1 Job Reference (optional) unamuers I r�ss, Inc., rorr coerce, rL 8.13U s mar 11 zu18 MI i eK Industries, Inc. Mon Jun 4 1U:4Y:2b 20113 Nage 1 I D:9t?aHXT6DU Ku3t7xhuW EDQZBOla-K_9F W4XiQ?Sw?? WZDmiXUU W A51oAXydYPigrlvz9hFu 2-0-0 2-0-0 3 3 3x4 LOADING (p )) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 TCDL 7 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10 Code FBC20171TP12014 Matrix-P LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=26(LC 12) Max Uplift 1=-9(LC 12), 2= 26(LC 12) Max Grav 1=51(LC 1), 2=38(LC 17), 3=28(LC 3) FORCES. (Itj) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC II; Exp B; E forces & W 2) Gable requi 3) This truss 4) ' This truss will fit betty 5) Bearing atj capacity of 6) Provide me joint 2. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft eave=4ft; Cat. cl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and fFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 es continuous bottom chord bearing. is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 an the bottom chord and any other members. iint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify eating surface. hanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 26 lb uplift at 13kC�-�j Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - e. design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103MIS BEFORE USE. R� Designvalldfc use only with MITek6 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ®` a truss system. fore use, the building designer must verify the applicabUlty of design parameters and properly Incorporate this design Into the overall building desIgi Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always requl d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st ppge, delivery, erection and bracing of trusses and truss systems, seeANS&VII QuaI$yCdfedat DSO-69 and BCSI BuRding Componanf 6904 Parke East Blvd. Safety Inform Nonavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205088 75196 MV4 Valley 2 1 Job Reference o tional unarnuu S 111Y551 Inc., t-orc Merce, r-L 8.150 s Mar 11 2U18 MI I eK Inaustrles, Inc. Mon Jun 4 10:49:21 2018 Hage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-GNHOxmZyydidElgxLBk?ZvbOL5Qx?s7rsOJyNnz9hFs 4-0.0 4-0-0 3x4 i 3x4 II 2 3 LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20 If Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 TCDL 7� Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL • Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 101b Code FBC2017/TP12014 Matrix-P LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=60(LC 12) Max Uplift 1=-22(LC 12), 3=-52(LC 12) Max Grav 1=120(LC 1), 3=122(LC 17) FORCES. (14) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS II; Exp B; forces & 0 2) Gable req 3) This truss 4) ' This true will fit beh 5) Provide rr joint 3. Scale =1:12.8 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. :I., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 as continuous bottom chord bearing. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 !n the bottom chord and any other members. lanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 52 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev., 10/03)2015 BEFORE USE.Design valid fonly �e=,deslgn with MITek®connectors. This deslgn Is based only upon parameters shown, and Is for an individual building component, not atrusssystem.fore use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overallr{�ye,building desigBracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi Is always requl ¢d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Teti" fabrication, st Safety lntom7 r�a"ge, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CuallfyWeda, DSB-89 and SCSI Building Component W #pvailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205089 75196 MV6 Valley 2 1 Job Reference (optional) i.namoers i r�ss, inc., r-orr rlerce, r-L t5.l:iu s Mar 11 ZUl B MI I eK Inausines, Inc. Mon Jun 4 1 U:49:2/ 2U16 Fiage 1 I D:9t?aHXT6D UKu3t7xhuW EDQzB01a-GNHOxmZyydidElgxLBk?ZvbR F5K2?s7rsOJyNnz9hFs 6-0-0 6-0-0 3x4 11 2 3 3x4 3x4 II I LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP Scale=1:18.3 TCLL 2qq.0 TCDL 1 BCLL p.0 BCDL 1(. lb 0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 TC 0.34 BC 0.58 WB 0.00 Matrix-P Vert(LL) Vert(CT) Horz(CT) n/a n/a 999 n/a n/a 999 0.00 n/a n/a MT20 244/190 Weight:21 lb FT=20% LUMBER- , BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=194/6-0-0, 3=194/6-0-0 Max Horz 1=98(LC 12) Max Uplift 1=-36(LC 12), 3=-84(LC 12) Max Grav 1=194(LC 1), 3=197(LC 17) FORCES. (1 - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-145/256 NOTES- 1) Wind: ASC II; Exp B; E and right e1 2) Gable requ 3) This truss t 4) " This truss will fit betwi 5) Provide me joint 3. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711; B=45ft; L=24ft; eave=oft; Cat. icl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 zone; cantilever left )osed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 es continuous bottom chord bearing. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 n the bottom chord and any other members. hanjcal connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 1 and 84 lb uplift at Welter P. Finn PE No,22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erlry design parameters and READ NOTES ON THIS AND INCLUDED MR-EK REFERANCE PAGE M11-7473 rev. 10MV2015 BEFORE USE. Designvaildfc use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� g� Mi4 ele Is always requi ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSVW11 CuafityClBadX DSB-89 and SCSI Bugdhv Component 6904 Parke East Blvd. Safety intonni ffonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205090 75196 MV8 Valley 2 t Job Reference (optional) unamoers I r ss, Inc., I -on coerce, t-L ts.i au s mar i i zui u mi i el< inausmes, Inc. mon uun 4 i u:4a:zts zui b rage 1 ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-kZr096abjwgUsSF8uuFE678csVmukll?5g2VvEz9hFr 8.0.0 8-0-0 3x4 11 3 3x4 i 2X3 I 4 3x4 I I LOADING (p ) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 2 )0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 TCDL Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLIL 110 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 n/a n/a BCDL 1 p Code FBC20171rP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=89/8-0-0, 4=111/8-0-0, 5=336/8-0-0 Max Horz 1=135(LC 12) Max Uplift 4=-48(LC 12), 5=-146(LC 12) Max Grav 1=89(LC 1), 4=113(LC 17), 5=342(LC 17) FORCES. (I -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. WEBS 2-5=-251/351 NOTES- 1) Wind: ASC II; Exp B; E and right e 2) Gable regL 3) This truss 1 4) ' This truse will fit betw 5) Provide me joint 5. Scale: 1/2'=1' PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. cl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-10-4 zone; cantilever left )osed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 es continuous bottom chord bearing. is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 an the bottom chord and any other members. hanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 4 and 146 lb uplift at Welter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6.904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1101-7473 rev.. 10/03/2015 BEFORE USE. Desigrivalldf< use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �o a truss system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always reqU i Dd for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sId age, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 GualflyCrdedo, D59-49 and SCSI Building Component 6904 Parke East Blvd. Safety infamiq tionavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205091 75196 MV10 Valley 2 1 Job Reference (optional) GnamoerS i rpss, Inc., ran Fierce, rL 2f.1 ou s Mar l 1 zul tl ivii I eK mausuies, Inc. Mon Jun 4 7 u:4`J:z3 zul tl rage i ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-Nc2V50WS000CIhNA6Lf2P3RkGU1v31 SGxOLkE0z9hFw 10-0-0 3x4 5 4 2x3 11 3x4 11 LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud 26 TCLL 20 Plate Grip DOL 1.25 TO 0.47 Vert(LL) n/a n/a 999 TCDL I Lumber DOL 1.25 BC 0.34 Vert(CT) n/a n/a 999 PP Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 4 n/a nla BCDL 1010 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=124/10-0-0, 4=145/10-0-0, 5=414/10-0-0 Max Horz 1=172(LC 12) Max Uplift 4=-64(LC 12), 5= 180(LC 12) Max Grav 1=124(LC 1), 4=148(LC 17), 5=421(LC 17) FORCES. (Ilt Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 264/121 WEBS 2-5= 305/364 NOTES- 1) Wind: ASC II; Exp B; E and right et 2) Gable requ 3) This truss 1 4) ' This truss will fit betwi 5) Provide me joint 5. Scale=1:30.0 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft B=45ft; L=24ft eave=4ft Cat. ;I., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-10-4 zone; cantilever left ased ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 :s continuous bottom chord bearing. s been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. lanical connection (by others) of truss to bearing plate capable of withstanding 64 Ito uplift at joint 4 and 180 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING • edly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev.' 10/03I2015 BEFORE USE. Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a truss system. efore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTel Is always requl d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sicWrg Saletylnlorm delivery, from Truss Plate Institute, 218 N. Lee Street. of trusses and truss Su to 312, Alexandria,ZMII f!o CA 231 CTBerIO, DSO-09Ond SCSI Building CompOnen/ 6904 Parke East Tampa, FL 3610 Blvd. Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205092 75196 MV12 Valley 1 1 Job Reference (optional) unamoers in ss, inc., i--on: Fierce, rL a.Tsu s mar i i zu15 iv0 I eK mausmes, Inc. ivion dun 4 1 u:4e:Z4 zui c rage i ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-roctJkX4fiK3NryMf3BlxHzyUuKaoUgPA24lmSz9hFv 12-0-0 12-0-0 3x4 i 5 8 2x3 11 3x4 II 3 LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 TCDL 7 3 Lumber DOL 1.25 BC 0.57 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 4 n/a n/a BCDL 10�D Code FBC2017ITP12014 Matrix-S LUMBER CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 (lb/size) 1=153/12-0-0, 4=174/12-0-0, 5=505/12-0-0 Max Horz 1=21 O(LC 12) Max Uplift 4=-76(LC 12), 5= 220(LC 12) Max Grav 1=153(LC 1), 4=248(LC 17), 5=556(LC 17) FORCES. (IJ} - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11 1-Z-283/141 WEBS 2-5=-372/373 43x4 11 Scale =1:34.7 PLATES GRIP MT20 244/190 Weight: 48 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45ft; L=241t; eave=4ft; Cat. II; Exp B; E ci., GCpi=0.18; MW FRS (directional) and C-C Extehor(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 11-10-4 zone; cantilever left and right a osed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requ fes continuous bottom chord bearing. 3) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss as 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 betty n the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 4 and 220 lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING - erlly design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev., 10/03&015 BEFORE USE Design valid i use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, notsot a truss system. 3efore use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing e, iTelc Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6 fabrication, sto age, dellvery, erection and bracing of trusses and truss systems. seeANSVIPN QualifyCrHerlb, DSB-89 and BCS/ SuUding Component 6904 Parke East Blvd. Satety.inlonn navallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205093 75196 PBA GABLE 1 1 Job Reference o tional L;namoers I rUss, Inc., i--on: Fierce, t-L 6.00ii2 3x6 = 3 OD 0 3x4 = 2x3 If 4 12 2x3 11 ,,,, ou s iviar i i zu i s rvrr r eK Inuusrnes, Inu. rviun ouii 9 I u'ff :Ou Lu I o rdye I I D:9t?aHXT6DUKu3t7xhuW EDQzB01a-gyz8ZobrFY4C5mPWOJHiBYDzlJVsCDyIY_Xcz6z9hFp r 15-0-0 11-0.0 i 2x3 11 13 5 14 Li 11 2x3 11 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. TYPICAL. Scale = 1:25.7 2x3 I1 3x6 = 6 7 8 m s i� o I.- d 10 3x4 = 2x3 II Plate Offsets X -- 3:0-3-0,0-2-0 , 7:0-3-0,0-2-0 LOADING (p ) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20t Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 8 rdr 120 MT20 244/190 TCDL 7 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 8 n/r 90 BCLL Rep Stress Incr . YES WB 0.06 Horz(CT) 0.00 8 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix-S Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-2-6. (lb) Max Harz 2=-21(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 12, 10 except 11=-112(LC 8) Max Grav All reactions 250 lb or less at joints) 2, 8 except 11=312(LC 21), 12=260(LC 21), 10=260(LC 22) FORCES: NOTES- 1) Unbalances 2) Wind: ASC II; Exp B; E 13-0-0 to 1 DOL=1.60 3) Truss desk Gable End 4) Provide ads 5) Gable requ 6) Gable stud: 7) This truss t 8) ' This truss will fit betwi 9) Provide me (jt=lb) 11=1 10) See Stan( designer. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. roof live loads have been considered for this design. 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=2411t; eave=4ft; Cat. cl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 6-2-15, Intedor(1) 6-2-15 to 13-0-0, Exterior(2) 8-1 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber ate grip DOL=1.60 led for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry retails as applicable, or consult qualified building designer as per ANSI/TPI 1. luate drainage to prevent water ponding. es continuous bottom chord bearing. spaced at 4-0-0 oc. Is been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1as 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 an the bottom chord and any other members. hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 12, 10 except 2. 1 ird Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING- I Pertly design parameters and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid f use only wlih MlTeks connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' ' a truss system efore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pq g� MiTele Is always recluied for stability and to prevent collapse with possible personal Injury and property damage: For general guidance regarding the fabrication, st fage, delivery, erection and bracing of trusses and truss systems, seeANSMIJ AualHyCifleft DSB-89 and BCSI BuBdlrtg Component 6904 Parke East Blvd. Safety lnfomt ffanovallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205094 75196 PBB GABLE 1 1 Job Reference (optional) unamoers I rpss, Inc., r-ori rierce, r-t_ C 0 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO ,OTHERS 4-0-0 6.00 F12 3x4 = 3x6 = 2x3 11 4 3 12 2x3 11 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 ' Rep Stress Incr YES Code FBC2017/TP12014 o. iav o 1w 1 1 1 -- ini , -u- ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-cL4v_Td5n9LwK4Zv7kKAGzIKJ6BKg6La010j2?z9hFn 15-0-0 4-0-n 2x3 11 13 14 5 15 16 ff 3x6 = 6 72x3 11 10 2x3 11 CSI. DEFL. in (loc) Udefl Ud TC 0.26 Vert(LL) 0.00 8 n/r 120 BC 0.06 Vert(CT) 0.00 9 n/r 90 WB 0.07 Horz(CT) 0.00 8 n/a n/a Matrix-S BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 All bearings 13-2-6. Max Horz 2=47(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 2, 8, 12, 10 except 11=-108(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 10 except 11=311(LC 21) Scale = 1:26.7 m 0 8 9 � I� � Io 3x4 = PLATES GRIP MT20 244/190 Weight: 48 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) UnbalancE J roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; ncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-6-0, Interior(1) 3-6-0 to 4-0-0, Extedor(2) 4-0-0 to 14-8-1 zo ; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL .60 3) Truss desi ned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable Eric Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide ac quate drainage to prevent water ponding. 5) Gable rep 'res continuous bottom chord bearing. 6) Gable stu( spaced at 4-0-0 oc. 7) This truss ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This trus 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 bety. aen the bottom chord and any other members. 9) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 12, 10 except (jt=lb)'11= 08. 10) See Star and Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid or use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a Truss syster . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bulldingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always rec ilred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, i orage, delivery, erection and bracing of trusses and truss systems, seeANSWII QuaRyCdtaft DSB-89 and SCSI BuOditg Component 6904 Parke East Blvd. Safety Inton i iotlon3vallable from Truss Plate Ins Mile, 218 N. Lee Street Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205095 75196 PBC GABLE 1 1 Job Reference (optional) i cnamoers i ry ss, inc., Tort fierce, ru 6-0-0 2 3x4 = 6.00 12 13 0-0 3x6 2x3 11 4 15 5 2x3 11 3 12 it 2x3 11 2x3 11 D. U J 1,11 I 1 GV I V IVII I CIS II IUUalllaa, II— Mul l vu' -t I u.ta.ut cu I u �" I ID:9t7aHXT6DUKu3t7xhuW EDQzB01a-ZjCfP9eLlmbeaNiWF9M'. 00fuwrf8?BtTcVg6tz9hFl 15-0-0 6-06-0-0 6 3x6 = 16 2x3 II 7 14 10 3x4 = 2x3 11 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udef1 Ud TCLL 2 .0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.00 8 r1/r 120 TCDL .0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 8 ritr 90 BCLL .0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 8 n/a n/a BCDL 1 .0 Code FBC2017ITP12014 Matrix-S LUMBER - TOP CHOR 2x4 SP No.3 BOT CHOR 2x4 SP M 30 OTHERS 2x4 SP No.3 Scale=1:26.1 8 9 � I6 d I� PLATES GRIP MT20 244/190 Weight: 51 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 13-2-6. (lb - Max Harz 2=-72(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 8, 11, 12, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 11 except 12=257(LC 21), 10=257(LC 22) FORCES. ( ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE, 3-4=-169/256, 6-7=-169/258, 4-5=-116/266, 5-6= 116/266 WEBS 3-12=-183/362, 7-10=-183/362 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; ncl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-3-15 to 3-6-0, Extedor(2) 3-6-0 to 6-0-0, Comer(3) 6-0-0 to 9-0-0, Ext rior(2) 12-0-0 to 14-8-1 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lu nber DOL=1.60 plate grip DOL=1.60 3) Truss des Ined for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable Eni Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide ai equate drainage to prevent water ponding. 5) Gable req ires continuous bottom chord bearing. 6) Gable Stu s spaced at 4-0-0 oc. 7) This truss ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This tru 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 bet 'Len the bottom chord and any other members. 9) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 11, 12, 10 10) See Stanoard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Welter P. Finn PE No.22839 MiTek USA, Inc. FL.Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNING- Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vall or use only with MITek® connectors, This design Is based only upon parameters shown, and is for an Individual building component, not �' a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de I n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always rei julred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII QualityCfBeda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infor natildnavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 a c Job Truss Truss Type city Ply 3409 Bent Pine / 056675 T74205096 75196 PBD GABLE 1 1 Job Reference (optional) Chambers I r' ss, Inc., Fort Pierce, FL o. 1 ou s Mar I 1 GV 18 IVII I elf Inuu-I Ies, II c. L on uI I . . "yam ID:9t?aHXT6DUKu3t7xhuW EDGzB01a-zluo1 BhEbhzDRrRsvvHvLz00DV7tRLMWK9akUjCz9hR 7-6-0 13-0-0 24-4-0 26-4-0 7-6-0 5-6-0 11-4-0 2-0-0 j Scale = 1:45.8 4x4 = 6.00 F12 4 20 21 g 5 3x6 = Us = - 6 7 8 9 11 c9 n 1 2 1$` o ao m o o I°L 0 o 3x4 = 19 18 17 16 15 6 14 13 3x4 = 3x6 = 26-4-0 26-4-0 Plate Offset X,Y -- 10:0-3-0,0-2-0 LOADING (I f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 11 rdr 120 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.07 Verl(CT) -0.00 11 n/r 90 BCLL .0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 11 n/a n/a BCDL 1 .0 Code FBC2017[TP12014 Matrix-S Weight: 87lb FT=20% LUMBER- BRACING - TOP CHORE 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTION All bearings 24-6-6 (11U - Max Horz 2=-91(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 18, 15, 13, 11 except 19=-123(LC 12), 16=-128(LC 12), 14= 112(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 11 except 18=305(LC 1), 19=293(LC 17), 16=307(LC 22), 15=285(LC 1), 14=307(LC 22), 13=253(LC 1) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalan d roof live loads have been considered for this design. 2) Wind: A E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp B; End., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-3-15 to 3-6-0, Interior(1) 3-6-0 to 7-6-0, Exterior(2) 7-6-0 to 10-6-0, It erior(1) 13-0-0 to 24-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; L mber DOL=1.60 plate grip DOL=1.60 3) Truss de igned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable E tl Details as applicable, or consult qualified building designer as per ANSI1TPI 1. 4) Provide E dequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable re ires cnuottom chord bearing. 7) Gable st s spacedontius bottom at 4-0-0 oc. 8) This trusi i has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This tru s 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 betkeen the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 18, 15, 13, 11 except =lb) 19=123, 16=128, 14=112. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNI - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/0"015 BEFORE USE. R' Design vat I for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syst building dsign. m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always r prevent uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlor storage, delivery, erection and bracing of trusses and truss systems, seeANSMWIF Qua/ByCtlfedo, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety fn allorlgvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205097 75196 PBE GABLE 1 1 Job Reference (optional) 6 GhamDers I rpss, inc., rort Nlerce, f-L 6 0 0.1 JU S Mar I I LV 18 IVII I eR II IuUbU tUb, I11U. IVIUI I UUI I Y I V.4-ow — 10 raya� , ID:9t?aHXT6DUKu3t7xhuW EDQiB01a-vhoyStiU7JDwg8bF2iyp2R5ZBxYvpGycduDbo5z9hFg 22-4.0 26.4-0 11-4-0 4-0-0 Scale=1:45.8 4x4 = 6.00 4 21 12 3x6 = 3x6 = 20 5 6 7 8 3 24 10 22 23 m c 11 ,� 1 m o x6 0 3x4 = 19 18 17 16 15 14 13 3x4 = 3x6 = LU-4-V 1 11 26-4-0 Plate Offset X,Y -- 9:0-3-0,0-2-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 11 rVr 120 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 11 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 11 n/a n/a BCDL 0 Code FBC2017/TPI2014 Matrix-S Weight:91 lb FT=20% LUMBER- BRACING - TOP CHO 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIO . All bearings 24-6-6. (1 ) - Max Harz 2=-91(LC 10) Max Uplift All uplift 100 ib or less at joint(s) 2, 18, 15, 13, 11 except 19= 122(LC 12), 16=-133(LC 12), 14= 103(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 18, 13, 11 except 19=291(LC 17), 16=331(LC 22), 15=292(LC 1), 14=301(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 1 6-16=-251/248 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A CE 7-10', Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-6-0, Interior(1) 3-6-0 to 7-6-0, Extedor(2) 7-6-0 to 10-6-0, 1 terior(1) 11-0-0 to 26-0-1 zone; cantilever left and right exposed ;C-C for members and forces $ MW FRS for reactions shown; I mber DOL=1.60 plate grip DOL=1.60 3) Truss dE Igned for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable E d Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide dequate drainage to prevent water ponding. 5) All plate are 2x3 MT20 unless otherwise indicated. 6) Gable r uires continuous bottom chord bearing. 7) Gable s� ds spaced at 4-0-0 oc. 8) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This t ss 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 b 1ween the bottom chord and any other members. 10) Providi mechan(cal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2', 18, 15, 13, 11 except t=lb) 19=122, 16=133, 14=103. 11) See St„ ndard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARN G . Veritydesign parameters and READ NOTES ON THIS AND INCLUDED M/fEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE. Design v Id for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss s em. Before use, the building designer must verity the applicaloUlty of design parameters and properly Incorporate this design Into the overall building sign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p�T Mi iel* Is always qulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric ati , storage, delivery, erection and bracing of trusses and truss systems, seeAtdS&VII CaaiByCrfloft DSO-89 and BCSI Buffeting Component 6904 Parke East Blvd. Safetyln onnaHon3vallabie from Truss Plate Institute- 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205098 75196 PBF GABLE 1 1 Job Reference (optional) unamners i rgss, Inc., Ton Tierce, t-L 4-3-8 4x4 = 6.00 12 4 a.iou s rvlar 11 euia Ivn IeK Inuubmes, Inc. rviun Oun 'k Iu:,+v:4I eu I rage I I D:9t7aHXT6DUKu3t7xhuW EDQzB01a-s37ltYkkfwTevSle97_H8sAuckEOHASv4Bihszz9hFe 1-4-C 3 2/ \21 5x8 = 7 22 23 3x4 = 19 18 17 16 15 3x6 = 26-4-0 26-4-0 3x6 = 8 10 24 1� m o zo o 13 3x4 = 14 Scale=1:46.8 LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.09 Vert(ILL) 0.00 11 r1/r 120 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 11 n/r 90 BCLL .0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 11 n/a n/a BCDL .0 Code FBC2017/fP12014 Matrix-S Weight: 90Ito FT=20% LUMBER- BRACING - TOP CHOFII 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCH D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS I 2x4 SP No.3 REACTIONS. All bearings 24-6-6. (I i - Max Horz 2= 91(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 18, 15, 11, 13 except 19=-123(LC 12), 16=-134(LC 12), 14= 112(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 11, 13 except 18=254(LC 1), 19=292(LC 17), 16=320(LC 22), 15=295(LC 1), 14=308(LC 22) FORCES. lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalan d roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=2511; eave=4ft; Cat. 11; Exp B Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0-3-15 to 3-6-0, Interior(1) 3-6-0 to 7-6-0, Exterior(2) 7-6-0 to 10-6-0, 1 terior(1) 11-9-8 to 23-1-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; � mber DOL=1.60 plate grip DOL=1.60 3) Truss d igned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable EI d Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide Eli drainage to prevent water ponding. 5) All plate are 2x3 MT20 unless otherwise indicated. 6) Gable re uires continuous bottom chord bearing. 7) Gable St ds spaced at 4-0-0 oc. 8) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This t ss 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 b een the bottom chord and any other members. 10) Providt,ndard echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 18, 15, 11, 13 excep=lb) 19=123, 16=134, 14=112. 11) See SIndustry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNII G -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Design v I d for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss sys m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into The overall building sign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ���®� Is always qulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcafi , storage, delivery, erection and bracing of trusses and truss systems, seeANSYVI1 GUalByCrdel►a, DSB-89 and BCSI BuMv Component 6904 Parke East Blvd. Safety Inipanaffanovallable from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 3409 Bent Pine / Q56675 T14205099 75196 PEG GABLE 1 1 Job Reference (optional) VnamOers I rgss, Inc., roTi r-ie[ce, rr - 6.00 12 10 Z_ ID:9t?aHXT6DUKu3t7xhuW EDQzB0la-oSF31EI?BXjM9mvOHY01DHGBBYwol4WCXVBOxSZ9hFc 13-9-7 13-,9-8 4x4 = 4 liE Scale = 1:24.5 2x3 it II 5 3 1!2x3 6 2 ' o o � 3x4 = 9 2x3 11 8 2x3 11 7 3x4 2x3 11 13-9-7 13- -8 13-9-7 0-6-1 LOADING sf]) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 1 n/r 120 MT20 2441190 TCDL .0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 1 n/r 90 BCLL .0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 n/a n/a BCDL .0 Code FBC2017/TP12014 Matrix-S Weight: 501b FT = 20% LUMBER- II BRACING - TOP CHOF 1 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO 20 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTION All bearings 12-10-11. (11 Max Horz 2=89(LC 11) Max Uplift All uplift 100 Ito or less at joint(s) 2, 8 except 9= 123(LC 12), 7=-127(LC 12) Max Grav All reactions 250 lb or less at Joint(s) 6, 2 except 8=263(LC 1), 9=290(LC 17), 7=281(LC 18) FORCES. lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-7=213/253 NOTES- 1) Unbalan ed roof live, loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-3-15 to 3-6-0, Interior(1) 3-6-0 to 7-6-0, Exterior(2) 7-6-0 to 10-6-0 z ne; cantilever left and right exposed ;C-C for members and forces 1£ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL 1.60 3) Truss d igned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable Ei d Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable r uires continuous bottom chord bearing. 5) Gable st ds spaced at 4-0-0 oc. 6) This tru � has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This t �s 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 b6 enthe bottom chord and any other members. 8) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) 2, 8 except Qt=lb) 9=123, 127. 9) See Staqclard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARN! G - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI(-7473 rev. 10/03/2015 BEFORE USE. Design v Id for use only with MiTelc®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• a truss s m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building sign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTelc Is always quired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatl storage, delivery, erection and bracing of trusses and truss systems, seeAAlISUWII QualityCtSeda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety in�grtnoHonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205100 75196 PBH PIGGYBACK 1 3 Job Reference (optional) cnamnersIl ss;Inc., tonrierce,r-L o.Io..I—I II—IoI-.. 1—„ U.I-.I­­-,-.—.Iaye ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-GepRVamdyrrDnwTCgFY_IVoPgyHoUYyLm9wMTlz9hFb 7-6-0 15-0-0 , 6.00 12 11 2x3 I I 3 LL 2 LD � 1 o 0 3x4 = 10 2x3 II 4x4 = 4 9 2x3 11 12 7-6-0 8 2x3 11 2x3 II 5 3x4 = Scale = 1:25.6 6 I6 V)W o I� 6 1 11 15-0-0 Plate Offse X,Y -- 5:0-0-0,0-0-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 6 rdr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 6 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 6 n/a n1a. BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 157 lb FT = 20% LUMBER- BRACING TOPCHOF 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS P 2x4 SP No.3 REACTION S. All bearings 13-2-6. (I ) - Max Horz 2= 90(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 9 except 10=-123(LC 12), 8=-123(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=264(LC 1), 10=291(LC 14 8=290(LC 18) FORCES. I I(lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) 3-ply tru s to be connected together with 10d (0.131 "x3") nails as follows: Top cho s connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom ords connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All load are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply con ctions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbala ed roof live loads have been considered for this design. 4) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) 0-3-15 to 3-6-0, Interior(1) 3-6-0 to 7-6-0, Exterior(2) 7-6-0 to 10-6-0 ne; cantilever left and right exposed ;C-C for mem bets and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DO =1.60 5) Gable re juires continuous bottom chord bearing. 6) This trus 3 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This tr. ss 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 b ween the bottom chord and any other members. 8) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 9 except Qt=lb) 1 =123, 8=123. 9) See Styi idard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WAR G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. TO/03f1015 BEFORE USE. Design v Ild for use only with MITek®connectors. lMs deslgn Is based only upon parameters shown, and Is for an Individual building component, not �' o truss s em. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricall , storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualityCrBerlo, DSO-69 and SCSI BoUding Component 6904 Parke East Blvd. Saldly In fmallomvallabte from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205101 75196 PBJ Piggyback 1 1 Job Reference (optional) chambers I r Iss, Inc., rot tierce, rL 2-10-8 0. ioua mai 11 cui0 rvu ion n wuou roc u". —.....I ..T.. �.. ., ..y.. ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-C1xBwGotUS5xODdbygaSrwulzlxUySreETPSYBz9hFZ 17-1-0 2-10-8 14-2-8 Scale=1:30.2 6.0 3x6 = 3x4 11 FIT , 3 4 15 5 6 7 8 N N 1 ao I� 6 6 14 3x4 = 13 12 11 10 9 3x4 = 17-1-0 17-1-0 Plate Offset X Y - 3:0-3-0,0-2-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 1 rVr 120 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 1 ntr 120 BCLL .0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 9 n/a n/a BCDL .0 Code FBC2017/TPI2014 Matrix-S Weight: 56lb FT=20% LUMBER- BRACING - TOP CHOR 2x4 SP No.3 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-8: 2x4 SP M 30 except end verticals. BOT CHO 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTION All bearings 15-10-11. (1 - Max Harz 2=54(LC 12) Max Uplift All uplift 100 lb or less at joints) 2, 12, 10 except 9=-104(LC 3), 13=-100(LC 8), 11=-117(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 9, 10 except 12=291(LC 1), 13=299(LC 1), 11=304(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-3-15 to 7-1-7, Interior(1) 7-1-7 to 16-11-4 zone; cantilever left and - ht posed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide drainage to prevent water ponding. 3) All plate re 2x3 MT20 unless otherwise indicated. �d.qexate 4) Gable r ires continuous bottom chord bearing. 5) This truE has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This tls 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 bween the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 10 except Qt=lb) 9 04, 13=100, 11=117. 8) See Stai dard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Welter P. Finn PE No.22939 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 0 WARN I G - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFEAANCE PAGE MI1-7473 rev. 10/03/2015 BEFOREUSE. mffek® Design v Id for use only with connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sys m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building sign. &acing indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing _ �i�®� Is always qulred for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricati storage, delivery, erection and bracing of trusses and truss systems, seeANSUWII QualfyCrfeda, DSO-89 and BCSI Buffd/rtgComponent 6904 Parke East Blvd. Safety In�ormaforrmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205102 75196 PBK Piggyback 1 1 Job Reference (optional) Chambers I rgiss, Inc., F-ort Nlerce, I-L 4-10-8 4-10-8 miou s Mar 11 ZU1 O IV111 eK 111UU5L11e5, Ir1U. IV1Uu dun ' I Ua4U;9O Lu 10 rage I ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-9Q2yLxp7?4MfFXn_35cwwLz34ZdgQLlxhnuZc3z9hFX 17-1-0 12-2-8 Scale=1:30.2 2x3 11 3x6 = 2x3 11 2x3 11 3x4 11 2x3 11 3 4 5 15 6 7 8 6.00 12 14 N M N N co 1 LJm 'I O I� 0 13 6 3x4 = 12 11 10 9 3x5 = 2x3 11 2x3 11 2x3 11 17-1-0 17-1-0 Plate Offset X, -- 4:0-3-0,0-2-0 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 23.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 1 n/r 120 BCLL 10 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 13 n1a n/a BCDL 110 Code FBC2017/TPI2014 Matrix-S Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHOR 2x4 SP No.3 `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 4-8: 2x4 SP M 30 except end verticals. BOT CHOR 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTION . All bearings 15-10-11. (lb) - Max Harz 2=91(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 9 except 11=-103(LC 8), 12=-104(LC 12), 10=-117(LC 9) Max Grav All reactions 250 lb or less at joints) 2, 9 except 11=288(LC 1), 12=283(LC 1), 10=319(LC 1) FORCES. i lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS ilz 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 8=45fh L=24ft; eave=oft; Cat. 11; E,xp B; -tieL, GCpi=0.18; I%4W FRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interlor(1) 3-3-15 to 4-10-5, Extellor(2) 4-10-8 to -1-7 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.6i plate grip DOL=1.60 2) Provide a equate drainage to prevent water ponding. 3) Gable re Aires continuous bottom chord bearing. 4) This trus pas been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This tru 3 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 bet een the bottom chord and any other members. 6) Provide n i achanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9 except (jt=lb) 11=103,=104,10=117. 7) See Stan and Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARNIN -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 10/0=015 BEFORE USE Design vall for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss sysi . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building dE i Ign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always rE quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and tracing of trusses and truss systems, seeANWPII QuaRyC/Merfa, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Into t naffonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / Q56675 T14205103 75196 PBL Piggyback 1 1 Job Reference (optional) Chambers I Inc., tort Fierce, rL C.11JU 5lvlar I eu to IVII I eK rrruubuleb, Irru. rVRJrr UUrr 4 Mu W:o1 Cu to rage i 7,ss, ID:9t?aHXT6DUKu3t7xhuW EDQzB01a-Z_k4zzr0l?kD6_WZIDAdYzbabmdydimNN17DDOz9hFU 6-10-8 17-1-0 6-10-8 10-2-8 Scale=1:30.3 2x3 11 3x6 = 2x3 11 2x3 11 3x4 11 4 5 17 6 7 8 6.00 12 2x3 I 3 16 N m 15 16 N m T 15L cp I 0 T� 0 14 0 3x4 = 13 12 11 10 9 2x3 11 3x6 = 2x3 11 2x3 11 3x5 = 17-1-0 17-1-0 Plate Offse X,Y -- 4:0-3-0,0-2-0 LOADING �sf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC, 0.25 Vert(LL) 0.00 1 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 14 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix-S Weight: 69lb FT=20% LUMBER- BRACING - TOP CHOF 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOTCHOF 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIOt All bearings 15-10-11. (I ) - Max Horz 2=128(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 9 except 13= 129(LC 12), 10= 116(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 9 except 11=276(LC 1), 13=311(LC 17), 10=316(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-13=-219/281 NOTES- 1) Wind: A GE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1711; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B Encl., GCpi=0.18; MW FRS (directional) and C-C Extehor(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6-10-8, Extedor(2) 6-10-8 t 11-1-7 zone; cantilever left and right exposed ;C-C for members and forces R MW FRS for reactions shown; Lumber DOL=1. plate grip DOL=1.60 2) Provide dequate drainage to prevent water ponding. 3) Gabler uires continuous bottom chord bearing. 4) This truE has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tn iss 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 b een the bottom chord and any other members. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 11, 9 except Qt=lb) 13 —129, 10=116. 7) See Stai dard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARN G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/0 ,2015 BEFORE USE. ° Design v Id for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss s em. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always auired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabricc storage, delivery, erection and bracing of trusses and truss systems, seeANSU711 CualBy Miteda, DSB-89 and BCS1 Buffet/rig Component 6904 Parke East Blvd. Sofetyin 9nnaBonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine / 056675 T14205104 75196 PBM Piggyback 1 1 Job Reference o tional chambers i rgss, Inc., ' tort Fierce, tL O. IOU b'via l I I GV I O ` " IIIUUJIIIGJ, u� rvwn ".' -r iv .— av'.+ ID:gt?aHXT6DUKu3t7xhuWED0zB01a-VNsrOftGgc xMlfxseC5dOgw9aKy5blgr3cKHHz9hFS 17-1-0 Scale=1:30.2 2x3 II 3x6 2x3 11 2x3 11 3x4 11 4 5 16 6 7 8 2x3 I I 6.00 12 3 L cO _o N 14 N 'T 1 °3 CO o T'- 13 6 3x4 = 12 11 10 9 3x5 = 2x3 11 2x3 11 2x3 11 1 11 17-1-0 Plate Offset X,Y - 4:0-3-0,0-2-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 0 Plate Grip DOL 1.25 TIC 0.25 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 1 n/r 90 BCLL 0 ' Rep Stress Incr YES W B 0.08 Horz(CT) 0.00 13 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix-S Weight: 67lb FT=20%b LUMBER- BRACING - TOP CHO 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHO 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIO S. All bearings 15-10-11. ` (I J, - Max Horz 2=112(LC 12) Max Uplift All uplift 100 Ib or less at Joints) 2, 9, 11 except 10= 111(LC 9), 12= 126(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 9 except 10=307(LC 1), 11=269(LC 22), 12=316(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown WEBS 3-12=-215/273 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: N CE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp 1",=(: Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 6 0-0, Exterior(2) 6-0-0 to 10-2zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gDOL=1.60 3) Providequate drainage to prevent water ponding. 4) Gable uires continuous bottom chord bearing. 5) This trhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This ts 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 been the bottom chord and any other members. 7) Providechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift atjoint(s) 2, 9, 11 except Qt=lb) 111, 12=126. 8) See Stard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARN I G -Verify design parameters and READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE M71-7473 rev. f0/03/2015 BEFORE USE. Design, Ild for use oNy with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �" a truss s building em. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall esign. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiTek. Is always prevent equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lafetylr6 storage, delivery, erection and bracing of trusses and truss systems, seeANSI VII CualByCrffeda, DSO-09 and BCSI BuIld/ng Component 6904 Parke East Blvd. ormatlon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 3409 Bent Pine / Q56675 T14205105 75196 PBN Piggyback 1 1 Job Reference (optional) Chambers I FUSS, mC., ron Fierce, t-L D. 1 as s Mar 1 1 LV I O IVII I CB II IUUSL IeS, MC. IYIUI I Uri Y r aye I ID:9t?aHXT6DUKu3t7xhuW EDQzB0la-zZQDc?uubw6ozSE7QMjK9bD62_gDg3rg3jLtqjz9hFR 4-0-0 17-1-0 4-0-0 13-1-0 Scale =1:30.2 2x3 11 3x6 2x3 II 2x3 11 2x3 II 3x4 II 6.00 F12 3 4 5 6 7 8 14 6 OD 1 m I o 0 13 0 3x4 = 12 11 10 9 36 = 2x3 11 2x3 11 2x3 11 17-1-0 17-1-0 Plate Offse X,Y — 3:0-3-0,0-2-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 1 Nr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 13 n/a n/a BCDL 10.0 Code FBC2017ffP12014 Matrix-S Weight: 60lb FT=20% LUMBER- BRACING - TOP CHOF D 2x4 SP No.3 `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 3-8: 2x4 SP M 30 except end verticals. BOT CHOF D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIO All bearings 15-10-11. (I) Max Harz 2=75(LC 12) Max Uplift All uplift 100 Ito or less at joint(s) 2, 9,12 except 11= 104(LC 8), 10=-116(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 9 except 11=304(LC 22), 12=278(LC 1), 10=318(LC 1) FORCES. I (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbala ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft L=24ft; eave=4ft; Cat. II; Exp Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-3-15 to 3-3-15, Interior(1) 3-3-15 to 4-0-0, Exterior(2) 4-0-0 to 8-6-8 one; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gd DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) Gabler uires continuous bottom chord bearing. 5) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This t ss 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 b ween the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 12 except gt=lb) 1 =104, 10=116. 8) See Sta I dard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date:' June 4,2018 ® WAR I �G - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 101032015 BEFORE USE. Design v lid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss sy building lem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiT is always equired for stability and to prevent collapse with possible personal Injury and property damage. For generalguidance regarding the ek7 fabricatk n, storage, delivery, erection and bracing of trusses and truss systems, seeANSWIi QualityCrMeda, DSB-89 and BCSI Brlllding Component 6904 Parke East Blvd. Safety/ ., rmafforr vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 3409 Bent Pine'/ Q56675 T14205106 75196 PBO GABLE 1 1 Job Reference (optional) chambers I ryyss, Inc., tort coerce, 1-L o. rov o inm i i cv i rvu i cn n i�w�� , ,I. �.,..,, ....,, ID:9t?aHXT6DUKu3t7xhuWE 8Q 1a-RmzbpLvWMDEfbcpK_3EZipIiH011ZWAzIN5RM9z9hFQ 17-1-0 15-1-0 Scale=1:30.2 6.00 ri 3x6 = 3x4 11 3 4 15 5 16 6 7 8 3x4 = 13 12 11 10 9 3x4 = LOADING �sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL .0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 1 n/r 120 TCDL .0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 1 n/r 120 BCLL .0 1.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 9 n/a n/a BCDL Code FBC2017/TPI2014 Matrix-S PLATES GRIP MT20 2441190 Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHO 2x4 SP No.3 `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-8: 2x4 SP M 30 except end verticals. BOT CHOF 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIOD All bearings 15-10-11. (I ) - Max Harz 2=37(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 10 except 11=-117(LC 9), 12=-104(LC 8), 13=-101(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 9, 10 except 11=304(LC 1), 12=297(LC 1), 13=279(LC 1) FORCES. I1(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A ICE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45fh L=24ft; eave=oft; Cat. II; Exp Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-15 to 6-2-15, Interior(1) 6-2-15 to 16-11-4 zone; cantilever left and ght exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss d igned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable1.ndard Details as applicable, or consult qualified building designer as per ANSIffPI 1. 3) Providequate drainage to prevent water ponding. 4) All platre 2x3 MT20 unless otherwise Indicated. 5) Gable ires continuous bottom chord bearing. 6) Gables spaced at 4-0-0 oc. 7) This trhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This 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 een the bottom chord and any other members. 9) Providchanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 10 except Qt=lb) 17, 12=104, 13=101. 10) See,", Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 4,2018 ® WARN! G - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Mll-7473 rev. 10103)2015 BEFORE USE Design v lid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss s am. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is alwa equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricafl n, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 CuaMyCiBerb, DSB-89 and BCS1 Bugding Component 6904 Parke East Blvd. Safety /rf�ormaBoipvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 31; Center plate on joint unless x, y a offsets are indicated. 6-4-8 dimensions shown in ff in sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. O l�ld, C1-2 C23 2. Truss bracing must be designed by an engineer. For WEBSN,4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I O�� 1 0 �� bracing should be considered. 0 3, Never exceed the design loading shown and never inadequately a_ O stack materials on braced trusses. For 4 x 2 orientation, locate C7-s �� C5a 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0-110 from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLYNUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses -will be suitably protected from Plate location details available in MiTek 20120 CHORDSAND WEBS ARE IDENTIFIED BYEND JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for � ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR 1988 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots, Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection, the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are, in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur, Icons vary but © 2012 MiTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 5 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TP11: Natiorial Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction, and pictures) before use. Reviewing pictures alone is not sufficient. - eSlgn-Starida 20. Design assumes manufacture in accordance with BCSI; Building Component Safety Information, Guide to Good Practice for Handling, ANSI/TPI 1 QualityCriteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet; MII-7473 rev. 10/03/2015