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HomeMy WebLinkAboutTRUSS PAPERWORKMiTek' RE: 1589606-SYNERGY-HOWLAND�� 90 P r USoa1�i•nc. 1 Site Information: Customer: SYNERGY HOMES Project Name: 1589606-SYNERGY-HOWLAND Lot/Block: Model: Address: PALMETTO DRIVE Subdivision: City: FORT PIERCE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 74 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T15459606 a01 10/31/18 26 T15459631 e5 10/31/18 2 T15459607 a02 10/31/18 27 T15459632 e(7 10/31/18 3 T15459608 a03 10/31/18 28 T15459633 e151 10/31/18 4 T15459609 a04 10/31/18 29 T15459634 652 10/31/18 5 T15459610 a05 10/31/18 30 T15459635 671 10/31/18 6 T15459611 a06 10/31/18 31 T15459636 fg1 10/31/18 7 T15459612 a07 10/31/18 32 T15459637 fg2 10/31/18 8 T15459613 a08 10/31/18 33 T15459638 fgg3 10/31/18 9 T15459614 a09 10/31/18 34 T15459639 601 10/31/18 10 T15459615 a10 10/31/18 35 T15459640 g02 10/31/18 11 T15459616 b01 10/31/18 36 T15459641 g03 10/31/18 12 T15459617 b02 10/31/18 37 T15459642 g04 10/31/18 13 T15459618 b03 10/31/18 38 T15459643 g05 10/31/18 14 T15459619 b04 10/31/18 39 T15459644 g0 6 10/31/18 15 T15459620 c01 10/31/18 40 T15459645 Rjl 10/31/18 16 T15459621 c02 10/31/18 41 T15459646 h13 10/31/18 17 T15459622 c03 10/31/18 42 T15459647 h14 10/31/18 18 T15459623 c04 10/31/18 43 T15459648 h15 10/31/18 19 T15459624 cj1 10/31/18 44 T15459649 hj7 10/31/18 20 T15459625 c)2 10/31/18 45 T15459650 hII41 10/31/18 21 T15459626 C13 10/31/18 46 T15459651 k01 10/31/18 22 T15459627 c5 10/31/18 47 T15459652 k02 10/31/18 23 T15459628 d101 10/31/18 48 T15459653 k03 10/31/18 24 T15459629 d02 10/31/18 49 T15459654 k04 10/31/18 25 T15459630 ej3 10/31/18 50 T15459655 k05 10/31/18 The truss drawing(s) referenced above have been prepared by MiTekbased rP on the parameters provided by Builders FirstSource - Plant City. ♦♦♦♦ SR P✓'�••�•�• Truss Desi n Engineer's Name: Finn, Walter 9 9 My license renewal date for the state of Florida is February 28, 2019. :.��GENg� FloridaCOA:6634 1 No 22839 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters f shown (e.g., loads, supports, dimensions, shapes and design codes), which were 13 STATE OF' given to MiTek. Any project specific information included is for MiTek into 000.R '�'•. C O P Z •r\�% customers file reference purpose only, and was not taken account in the preparation of O R t these designs. MiTek has not independently verified the applicability of the design s •• ,����S��NA� for gnpparameters articular land . Before use, the uthese or the tty should ♦♦♦♦ verify appliabiliters of desins properly incorporate designs into the overall building design per ANSI/TPI 1, Chapter 2. Walter P. Finn PE No22839 MITek USA, Inc. R. Cart 6634 69M Parke East Blvd. Tampa R. 33610 October 31,2018 \ 1 of 2 n Finn,, Walter RE: 1589606-SYNERGY-HOWLAND - Site Information: Project Customer: SYNERGY HOMES Project Name: 1589606-SYNERGY-HOWLAND Lot/Block: Subdivision: Address: PALMETTO DRIVE City, County: FORT PIERCE State: FL No. Seal# Truss Name Date 70 71 72 73 74 k06 k07 k08 k09 k10 k11 k12 k13 k14 101 102 103 104 105 106 107 m01 P1 v2 03 v04 v05 v06 v07 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 2of2 Job Truss Truss Type Oty, Ply T15459606 1589606-SYNERGY-HOW ll NDI Roof Special 1 1 Job Reference f Il --- lid -•-• • ^-••----•-^•• • -••• • •-w. • •- ••---•• a.cco s tra o emo ran ex mausmes, inc. Wed Got a 1 uo: m: 2 2018 rage i ID:g118wLVN16YkTf7fiB18hFyw6EN-4 vGys5PF=MAAFeRkKJaRODf4DpS2m9LE83XyNyOL 32a-1D TV ]-5-0 15-1-12 22-1-0 29-0-0 31-M 38-0�6 ]-5-0 7-8-12 6-11-4 6-114 2-2-124-1 53 14 5.00 FIT 5x6 _ Scale = 1:91.7 6 6.8 = 30 3x8 5 20 21 7 2x4 11 5x8 = 3z6 5x6= ST1.5x8 STP= B 9 0 3z4 i 4 3 19 18 n N O O 1 2 O ST1.5x8 STP- 16 15 22 14 1323 24 12 11 5.6 - 2z4 It Sx6 = 5x8 = 3x6 - ST1.5x8 STP = 4x6 = 6xB = 1 7-5.0 1 15-1-12 1 22-1-0 1 29.04 {31_3-01 38-0.8 7-5.0 7-8-12 fi-11-4 6-11-4 2-2-/2 6-9-8 Plate Offsets (X Y)-- (10:0-2-12 0-2-121 rl5:0-3-00-3-01 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ved(LL) -0.18 12-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.3412-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 232 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directlyapplied or 4-9-10 oc bracing. OTHERS 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 3-15, 5-14, 7-14, 7-12 REACTIONS. (lb/size) 2=1356/0-e-0, 12=2453/0-6-0, 18=-3B5/06-8 Max Horz 2=380(LC 12) Max Uplift 2=-503(LC 12), 12=822(LC 12), 18=-431(LC 23) Max Grav 2=1356(LC 1), 12=2453(LC 1). 18=208(LC 12) FORCES. (I o) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2476/1275, 3-5=-1632/923; 5-6=-8321619, 6-7=828/604, 7-8=-526/862, 8-9=-4751784, 11-17=555/395, 10-17=-555/395 BOT CHORD 2-16=-1358/2168, 15-16=-1358/2168, 14-15=-896/1411, 11-12=-573/359 WEBS 3-16=0/328, 3-15=-824/579, 5-15=-151/528, 5-14=-102V732, 9-1 1=-509/81 1. 9-12=-569/452,7-14- 594/1081,7-12=-1875/1323,10-18=-249/438 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Ops1; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterion(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 22-1-0, Exterior(2) 22-1-0 to 28-1-0, Interior(1) 28-1-0 to 37,3-8 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joint(s) 18 considers parallel to grain value using ANSVrPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=503, 12=822. 18=431. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6964 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 A WARNING-Vedfy des19a paremetersand READ NOTES ON Mrs AND INOLUDEDMREKREFERANCEPAGEM&7473xev. fntatth156EPORE USE NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Ops1; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterion(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 22-1-0, Exterior(2) 22-1-0 to 28-1-0, Interior(1) 28-1-0 to 37,3-8 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joint(s) 18 considers parallel to grain value using ANSVrPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=503, 12=822. 18=431. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6964 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 A WARNING-Vedfy des19a paremetersand READ NOTES ON Mrs AND INOLUDEDMREKREFERANCEPAGEM&7473xev. fntatth156EPORE USE Design volid for use only with Waist) connectors. This design is based only upon parameters shown. and is for on Individual bulltling 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 bulltling design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Adtlitional temporary and permanent bracing Is always required for stability and to prevent collapse wim pcm ie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and muss systems sseANSVrPI1 QualXXyy Cdtaft, OS549 and BCSI Building Component Safety InformallorwTr oilable from Truss Plate Im ate n}We, 218 N. Lee Sheet Suite 312, Alexandria VA 22314. �! ■` MiTek' e904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ply Ply T15459607 1589606-SYNERGY-HOW R02 Roof Special 1 1 Jab Reference (optional) Builders I'mitSource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:14 2018 Page 1 ID:gllBwLVNi6Yk7T7fiBJShFyw6EN-1 NOONX6gnX24P000Z9NnfslUOmOM99cff IBpyNyOJ 31-3-0 - -0- 2-10.0 9-2-0 15-1-12 15 -8 224-0 28-10-8 29-0 34-7A0 31-11 -0- 240-0 e4-0 5-11-12 0- -12 f13B F9E 0- -8 3-440 3-4-14 5.6 = 2-0-0 Scale=1:90.9 3z4 4 4 21 5.00 12 8x10 3 20 ST1.5x8 STP = 1 2 d SxB = 17 16 15 23 14 2x4 II 3x4 = 3x6 = 5x8 = 6x12 MT20HS 6.8 = 22 5.6 = Sxe = 6 ST1.5x8 STP= 7 8 19 re 1 a d � o Id 11 - 10 ST1.5xB STP = 4x6 = 3.4 II 6.8 = 2x4 = 4x6 = 2.10-0 9-2-0 15-1-12 75 gg 8 22-1-0 29-0-0 31-3-0 34-7-10 38-0-8 2-10-0 6-4-0 5-11-12 0.11i12 6.9-8 ~ 6-11-0 2-313-4-10 1 3-4-14 Plate Offsets (X Y)-- 12:0-5-11 Edgel f8:0-2-12 0-2-121 110:0-3-8 0-3-01 113:0-0-0 0-2-01 LOADING (pall SPACING- 2-0-0 CSL DEFL. in (loc) Vdetl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.28 2-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.46 2-17 >813 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Hom(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 2281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2xB SP 240OF 2.0E, 6-7: 2x4 SP M 31, 5-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except' BOT CHORD 2-15: 2x4 SP No.1, 11-13: 2x4 SP No:3 WEBS 2x4 SP No.3 *Except* 8-9: 2x4 SP No.2 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 1=1267/0-8-0, 10=2603/0-6-0, 19=-179/0-6-8 Max Harz 1=331(LC 12) Max Uplift 1=-471(LC 12), 10=-737(LC 12), 19=396(LC 3) Max Gmv 1=1267(LC 1), 10=2603(LC 1), 19=141(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-420/59, 2-3=-2729/1530, 3-4=-1809/1108, 4-5=-903(703, 5-6=-9421689, 6-7=-370/736, 9-18=-490/315, 8-18=-490/315 BOT CHORD 2-17=-1548/2511, 16-17=-1546/2519, 14-16=-1003f1583, 13-14=-611/311, 10-11=-562/166, 9-10=-385/203 WEBS 3-17=0/292,3-16=-10531728,4-16=-273/623,4-14=-11071779,10-12=-1871/1322, 6-12=-1886/1318, 6-14=-793/1498, 7-10=410/202,7-9=-352/663, 8-19=-202/413 Structuml wood sheathing directly applied or 3-10-14 oc pudins, except end verticals. Structural wood sheathing directly applied or 5-1-2 oc bracing. Except: 4-10-0 oc bracing: 2-17 1 Row at midpt 4-14, 6-10, 6-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMenor(2) 0-4-0 to 6-4-0, Interftg1) 6-4-0 to 22-1-0, Extedor(2) 22-1-0 to 28-1-0. Intedor(1) 28-1-0to 37-3-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BGDL= 10.Opsf. 7) Bearing at joint(s) 1, 19 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 1=471, 10=737, 19=396. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6994 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 O WARNING- Vedrydeslgn P armerersend READ NOTES ON 7NISANO INCLUDED M7rENREFERANCEPAGEMLL7473rev. MAra 015 BEFOREUSE Design voild for use only wlm Mmek®connectors. This design ® based only upon parameters shown, and Is for an Indf r dual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall bulldingdeslgn. Bracing Indicated a to prevent buciding of individual truss web and/or chord members only. AddlHonaltemporawondpermonentbrocing b olways required for stobnty antl to prevent collapse win possible persond 4yury and property damage. For general guidance regarding me fabrication, storage, dl erection and bracing of trusses and puss systems meANSU1P11 CualBcriteria. D31-09 and B131 Building Compan�nt nfprmalbrWolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexontlrla VA 21114. MiTek' 6904 Perko East Blvd.Salary Tampa, FL 33610 Job Truss Truss Type Oty Ply T75459607 1589606-SYNERGY-HOW NO2 Roof Special 1 1 Job Rafe e e ( t'o all Builders FnstSource, Fort Piece, FL 34945 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-91, 2-5=-70, 5-7=.70, 7-8=-70, 2-13=-20, 10-11=-20, 9-10=-80(F=-60) 8.220 a Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:14 2018 Page 2 ID:gIIBwLVNi6YkTT7fiBJ8hFyw6EN-1 NOON%6gn%24POOOZ9NnfslUOwOws99A l8OyNyOJ Q WARNING-Vedydealgnparsmete..dREAUNGTES ON TN/9ANGINCLUGEDM1rEKREFERANCEPAGEMX7M.v. la=otSB£FGREUSE Design valid for use only Will Mreiets connectors. This design Is based only upon parameters shown, and Is for an individual building component not a hum system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for Stabllity and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me fabrication storage, delivery, erection and bracng of frames and truss systems seeANSVWll Quo" y CM*da, D35419 and SCSI Building Component 690a Parke East Blvd. Safety Nformatlonwoloble Lte, from Lucy Plate Institu218 N. Lee Sheet SUHe 312. Alexonddo. VA 22314, Tampa, FL 33610 Job Truss Truss Type ply Ply T75459608 1569606-SYNERGY-HOW I403 Roof Special 1 1 Job Referencelostional mzzu s Vm b ZVIa MI ieK Inous1nes. mc. vvea Vm bl ua:l J:1b ZUlb ST1.SxB 2.4 II 3x4 = 4x5 = 5x6 = 5x12 = 6 Sx8 = 3x6 = o-se Scale: 1/8'=1, 07-0 24 3x6 C 7X10 = 7 5x6 = ST1.Sx8 STP = 8 21 N 9 a, 1m 1 )8 12 13 11 10 25 ST1.5xe STP = 5x6 = 2x4 II 6x8 = 2x4 II 2x4 = 38013 2460 9-2L )'2;1p0 eL0 112 10 212d s100 31.3-0 367-10 37-120.z2 a 23 5i-106-2 Plate Offsets (X,Y)-- 12:0-6-15 Edae7 (5:0-3-4 0-2-41 f6:0-9-00-2-41 19:0-4-12 Edgel 111:0-3-8 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Veri(LL) 0.29 2-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.48 2-18 >771 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz CT) 0.10 11 n/a n(a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 244 Us FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins, 1-3: 2x8 SP 240OF 2.OE, 6-8,3-5: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Structural wood sheathing directly applied or 5-0-1 oc bracing. 2-16: 2x4 SP No.1, 12-19; 2x4 SP No.3 Except: WEBS 2x4 SP No.3 `Except' 4-7-0 oc bracing: 2-18 7-11: 2x4 SP No.2, 9-10: 2x6 SP No.2 WEBS 1 Row at midpt 5-15, 6-14, 7-11, 4-15, 7-14 OTHERS 2x3 SP 240OF 2.0E REACTIONS. (lb/size) 1=1326/0-8-0, 11=2312/0-6-0, 21=53/0-3-8 Max Harz 1=292(LC 12) Max Uplift 1=-482(LC 12), 11=-620(LC 12), 21=53(LC 17) Max Grav 1=1326(LC 1), 11=2312(LC 1), 21=152(LC 24) FORCES. (Ib) - Max. Comp./Max- Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-410/95, 2-3=-285Gt1586, 34=-2284/1385, 4-5=-1212/832, 5-6=-1016/884, 6-7=-1061/745,7-8=-188/425 BOT CHORD 2-18= 1562/2621, 17-18=-1562/2628, 15-17=-1280/2070, 14-15=411/857, 13-14=-343/234 WEBS 6-14=-574/442, 11-13=-1842/1194,7-13=-1777/1227,3-17=-733/498,4-17=-235/635, 4-15=-1223/860, 7-14=-743/1406, 6-15=508/721, 8-11=-395/202, 8-10=-94/262, 9-21= 268/129 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterfor(2) 0-4-0 to 64-0. Intedor(1) 64-0 to 21-0-0, Extedor(2) 21-0-0 to 29-2-0, Interior(1) 29-2-0 to 37-2-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 fist bottom chord live load nonconcurrent with anyother live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 1, 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100:Ila uplift atjoint(s) 21 except (jt=lb) Wafter P. Finn PE No22619 1=482, 11=620. MTek USA, Inc. FL Cad 6834 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 LOAD CASEStandard Date;S) October 31,2018 0 WANNNG-V dtydesignPammetemead NERDNOTESONTNISANDINCLUDWMR KNEFEBANCEPAGEMO-74Mrev.l N lSBEFOBEUSE. Design valid for use orry with MBelt®connectors. THs design is based only upon parameters shown, and is for an lndNldual building component not a muss system. Before use, the building designer must verify Me ppplicabllity of design parameters and propeay Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing Is always reaulred for stability and to prevent collapse win possible personal h7ury and property damage. For general guidance regarding Me fabrication storage, delivery. erecfion and bracing of busses and fuss system% seeANSVIPIT pualMMyy CMorb, DSB-89 and SCSI Building Component Salty nfonnalbNvallable from Truss Plate Marine, 218 N. Ise Sheet. Suite 312 Alexandria. VA 22314. M!Tek' 69N Parka East Blvd. Tampa, FL 33610 Job Truss TK Truss Type Oty Ply T75459608 1589606-SYNERGY-HOW Raof Special 1 1 Job Reference (optional) Beware nrsraource, ran riece, FL u4vgb 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:162018 Page 2 ID:g118wLVNi6YkT17fi&18hFyw6EN-anemoDewl9lnfoYPgaPRHOrKhZnOgYS4zCOC1yNyOH LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=91, 2-5=-70, 5-6=-70, 6-8=-70, 8-9=-70, 2.13=.20, 11-12=-20, 11-25= 80(F=-60), 10-25=-20 O WARNING-VedrydesIgnparomerereand READNOTES ON TN/SAND INCLUDED MI FEKNEFERANCEPAGEM474"wv. 10,0.4¢e1SREFORE USE Design valid for use only with MFek® connectors. This design Is based only upon parameters shown, and Is for an individual bu0ding component not a truss system. Before use, the building designer must verity the oppllcablIny of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property dl0aylymyage. For general guidance regarding me 4ahty hl(olmalbrpv lobia from Truss Plate (Institute, 2 B N. Lee Sheet. SNte 312, A..ndrfo, VVA 22314f�. DSE-09 mstl BCSI &iltlYlD Component �� MiTek' 6904 Parke East RNtl. Tampa, FL 33610 Job Truss Truss Type cry Ply T15459609 1589606-SYNERGY-HOW RD4 Hip 1 1 Job Reference (optional) ounum> rn>,aum run nece, rs. ores 6.221.) a VCI B 2U16 Ml I ex Inc. wed act at u6n3:v 2ma ST1.5xe E 0 3z6 = 5x8 = 5x6 = 5 6 G' 1] 4x6 = 3x4 = 5x8 = 11 12 10 ST1.5xB STP = 2.4 II 2x4 II 6A = 2x4 = Scale=1:78.1 5x6 8 25 9 46 II 2-10-0 9-2-0 19.0-0 25.2-0 29-0.0 31-3-0 37-4-8 38-210 1. pdbn I a4.n I a.ln.n an.n n.mn a_v.n Plate Offsets DLY)- 12:0-6-11,Edge7 15:0-5-12 0-2-81 f6:0.3-00.2-41 f9:Edge 0-3-81 110:03-8 0-3-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.31 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.6014-16 >616 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.09 9 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 2281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 1-3:2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-15: 2x4 SP No.1, 11-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 7-10: 2x4 SP No.2 WEBS REACTIONS. (Ib/size) 1=1321/0-8-0, 9=116/Mechanical, 10=2346/0-6-0 Max Hom 1=254(LC 12) Max Uplift 1=-473(LC 12), 9=-74(LC 17). 10- 589(LC 12) Max Gmv 1=1321(LC 1), 9=223(LC 24), 10=2346(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=414/130, 2-3-2908/1777, 3-4=-2960/2018, 4-5=-1393/1104, 5-6=-728/727, 6-7=-8731729, 7-8- 190/473 BOT CHORD 2-16=-1742/2674, 14-16=-1207/1785, 13-14=704/1240, 12-13=-389/287 WEBS 3-16=-690/622, 4-16=-764/1256,4-14=-833/761, 5-14=-476/850, 5-13=-879/599, 7-13= 781/1404,10-12- 1874/1305,7-12=-1821/1331,8-10=-480/327 Structural wood sheathing directly applied or 3-0-5 oc purfins, except end verticals. Structural wood sheathing directly applied or 5-3-13 oc bracing. Except: 4-6-0 do bracing: 2-16 1 Row at micipt 5-13, 7-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-4-0 to "-0, Interior(1) 6-4-0 to 19-0-0, Exterior(2)19-" to 33-7-13, Interior(1) 33-7-13 to 38-0-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) i considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=1b) 1=473, 10=589. 9) In the LOAD CASE(S) section, loads applied to the face of the trues are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22839 MDek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: October 31,2018 Q WARNING- Vedlydes/gnpalameWe.dREADNOTESONMSANOWCLUOEOMREKREFERANCEPAGEMX7M.v. itMi2015BEFOREUSE Design volltl for use only with Meek® connectors. This design Ls based only upon parameters shown, and 6 for an Individual buatling component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate ma design Into the overall building design. Bracing Indicated is to prevent buckling of lntllNtluai truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance milording the fabrication storage, delivery, erection and bracing of trusses and truss, synems. saeANSVWIf Quo Cmnb, DStld9 smd BC51 Building Component 696/ Parke East BNd. sobh Nforma6onwo0oble hem Truss Rate Institute. 218 N. Lee street. Suite 312 Alexontldo. VA 22314. Tampa, FL 33610 Job Truss Truss Type "'Y Ply T15459609 1589606-SYNERGY-HOW fM Hip 1 1 Job Reference (optional) Builders t•n515ource, hop YleCe, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:17 2018 Page 2 I D:gllBwLVNi6YkTT7fiBJ8hFyw6EN-Ryi97ZBY3SOeGy7bEHwUHUw2Z5t17D7bldyyllyNyOG LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-91, 2-5=-70, 5-6=-70, 6-8=-70, 2-12=-20, 10-11= 20, 10-25=-80(F=-60), 9-25=-20 Q WANNWG-Veritydeslgep,s..fersend BEABNOTES ON TN/SANOWCLUOWMR KBEFEBANCEPAGEMX74MJ V. 16T34015BEFOFE USE Design valid for use only with MBek® connectors. IDk design Is basest oNy upon parameters shown, and Is for an Individual building component, not a fruss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablity and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobrlcoHon, storage, tlelNery. erection and bracing of trusses and truss systems seeANSpIPl1 Du Criteria. DS549 and SCSI Building Component 6904 Parke East Blvd. Safety Infomsalbmvolloble from Taus Plate Institute. 218 N. Lee Street. Suite 31Z Alexandria. VA 22314, Tampa, FL 33810 Job Truss Truss Type Cry Ply T15459610 1589606-SYNERGY-HOW NW Hip 1 1 Job Reference (optional) un rlece. FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:18 2018 ST1.5x8: O 5.00 12 5x6 = 3x4 = 5x6 = 19 5 20 6 GL L4 11 'a"' II 10 �^ 9 2x4 Sxa = 3x8 = 2x4 II 2x4 II 7x10 = Scale-1:74.9 602 MT20HS= LOADING (psf) SPACING- 2-0-0 GEL DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Veri(LL) -0.37 13-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Ver(CT) -0.7613-14 >596 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress [nor NO WB 0.90 Horz(CT) 0.26 9 Na n/a BCDL 10.0 Code FBC2017frP12014 Matti Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end vertices. 3-4:2x4 SP M 31. 1-3: 2x8 SP 2400F 2.0E BOT CHORD Structural wood sheathing directly applied or 4-7-9 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 3-14, 5-14, 5-13, 8-12 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=2118/Mechanical, 1=1747/0-8-0 Max Horz 1=237(LC 12) Max Uplift 9=-497(LC 8). 1=-560(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-516/205, 2-3=-4221/2720, 3-4=-290211911, 4-5=-2565/1881, 5-6=-2235/1548, 6-7=-2480/1630,7-8=-2626/1508, 8-9=-1862/1176 BOT CHORD 2-15=-2644/3923, 14-15=-264213932, 13-14=-1509/2541, 12-13=-1297/2360 WEBS 3-15=01331, 3-14=-1485/1202, 4-14- 344/688, 10-12=0/314,7-12=-324/405, 6-13=-377/638, 7-13=-250/182,5-13=-593/520, 8-12= 1305/2350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.OpsY h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-4-0 to 64-0, Interior(1) 6-4-0 to 17-0-0, Exterior(2) 17-M to 25-5-13, Interior(1) 25-5.13 to 27-2-0, Exredor(2) 27-2-0 to 35-7-13, Inrerior(1) 35-7-13 to 38-0-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joints) 1 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joinr(s) except 61=11b) 9=497, 1=560. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-91, 2-4= 70, 4-6= 70. 6-8=-70, 2-24=-20, 12-24=-80(F=-60), 11-25=-20, 9-25=-80(F=-60) Walter P. Finn PE NoMSS MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Data: October31,2018 Q WARNING-Vedrydss/9opsrsmerersamd REAONOTES ONMISANDWCLUOEOMREKREFENANCEPAGEMI7413rev. lauvas15BEPOREUSE Design valid for use only with MrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not o hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent brochg MiTek' Is always required for Vobliity and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems seeMSVIPII Cuallly Criteria, DSS-09 and 6CSI Building Component 69N Parke East Blvd. Safety InformaPomvolloble from hiss Rate Institute. 218 N. We Street Surte 312, Alexondda, VA 22314. Tampa, FL 33610 Job Thus Truss Type cry Ply T15459611 1589606-SYNERGY-HOW ND6 HIP 1 1 Job Reference o tlonal owmers nrsraourGe, ran riece, FL U4945 8.220 s Oct 62018 MiTek Industries. Inc. Wed Oct 31 08:13:20 2018 4 O 5.00 FIT 5x8 = 20 II 5x8 = 4 21 5 22 6 3x6 Scale = 1:69.6 24 m 1N�6 5x6 = 7,10 = 2x4 II �^V ST1.5x8 STP= 4x6 II 6x8 = 2x4 II 20 = 3x6 = 6xB = 2x4 II 313 ]-&2 15-0-0 1].pe 22-10 29e0 29�p-0 3]-0-0 3g20 7-9-2 nen Tiud Plate Offsets(XY)- 13:0-4-00-3-01 f4:0-5-120-2-81 [6.0-5-120-2-81 f8:0-3-00-1-81 [9:Edoe0-3-81 f10:0-3-803-01 f15:0-6-003-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.28 13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Verl(CT) 0.32 13 >999 180 BCLL 0.0 ' Rep Stress [net NO WB 0.88 Horz(CT) 0.05 9 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 231 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-6,6-8:2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 2-18,11-15:2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. (lb/size) 2=1462/0-8-0, 9=288/Mechanical, 10=2227/0-6-0 Max Hom 2=240(LC 12) Max Uplift 2=-500(LC 12). 9= 89(LC 13), 10=-620(LC 9) Max Gmv 2=1464(LC 23), 9=332(LC 24), 10=2227(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2717/1706,3-4=-2112/1422,4-5=-1497/1177,5-6=-1497/1177, 6-7=-368/431, 73=-68/330 BOT CHORD 2-18=-1645/2385, 14-15_ 1144/1879, 12-14= 75/281 WEBS 4-15= 3071710,4-14=-517/337,5-14=-573/563,10-11=-1801/1242, 7-11=-1806/1237, 15-18_ 1590/2310,3-15=-599/545,6-12=-11011653,7-12=-644/1309, 6-14=-1038/1576, 8-10=-345/237 Structural wood sheathing directly applied or 2-10-9 oc pur ins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 4-4-12 oc bracing: 2-18 5-5-14 oc bracing: 14-15. 1 Row at micipt 4-14, 7-10, 15-18, 6-14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 15-0-0, Exterior(2) 15-0-0 to 23-5-13, Interior(1) 23-5-13 to 29-2-0, Exterior(2) 29-2-0 to 37-7-13, Interior(1) 37-7-13 to 38-0-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001h uplift at joint(s) 9 except Qt=Ib) 2=500.10=620. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p[Q Vert: 1-4=-70,4-6=-70, 6-8=-70, 2-16=-20, 11-15=-20, 10-13=-20, 9-10= 80(F=-60) Walter P. Finn PE No22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 O WANNING-wr'1gdeslgnpss..femend6EADNO]ES ON 7NI5ANDINCLUDWMNEKNEFENANCEPAGEM/F74YJrev. faTl2o]SBEFOBE USE. ��' Design volld for use only with MmekO connectors. This design Is based only upon parameters shown, end Is for an IndMdual bulldIng 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 butding design. Bracing Indicated Is to prevent buckling of hdNldual truss web and/or chord members only. Addl6onal temporary and permanent bracing MiTek' Is always required for slabelty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication sbmge, deltveT. erection and bracing of trusses and truss system; seeµSUTP11 QuaBly CrdpdD, DS31W and 5031 Building Component 69U Parke East Blvd. Saby Infonnalbrwoaoblefram Truss Rate Institute, 218 N. Lae street Sulte312, Alexontlrlo, VA Y2314. Tampa, FL 33610 Job Tnus Thus Type Oty FlyT15459612 1589806-SYNERGY-HOW Li HIP 1 � 1 Job Reference (Optional) Builders FlrstSource, Fort Piece, FL 34945 8.220 s 00 62018 MiTek Industries, Inc. Wed Oct 31 08:13:21 2018 Page 1 ID:gllBwLVNi6YkTT7fiBJBhFyw6ENJi)dnC37hw41ZRNT770SK5h5iGS308BDFw9uW yNyOC ��p 31-2-0 r-1 1-0-0 6eQ i 18814 -14 3NIM 31a 34 - d 3 - I�a9T14 5LL14 44 33-1p314 11 az-0 Scalp=1:67.2 5X6 = 3x4 = Sal = 2x4 11 8x10 = 7x1U C 4 5 6 23 724 8 9 25 µ 5x6 = 2x4 11 5x8 = 7x10 = 5T1.5x8 STP = 5.6 _ 3x6 It LOADING (par) SPACING- 2-" CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.46 15-16 >808 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.9815-16 >381 180 - BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.12 12 n/a ri/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Attic -0.17 14-15 607 360 Weight: 2551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 9-11,6-9:2x6 SP No.2 BOT CHORD Structural wood sheathing directly applied or4-3 4 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 10-20, 13-20, B-20 12-15: 2x6 SP M 26, 15-16: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 19 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1803/0-8-0, 14=427/0-8-0, 12=1829/Mechanical Max Horz 2=219(LC 12) Max Uplift 2=-588(LC 8). 14=-98(LC 13), 12=-515(LC 9) Max Grav 2=1803(LC 24), 14=683(LC 2),12=2014(LC 2) FORCES. (Ila) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3548/2195, 34=-3011/1833, 4-5=-2728/1797, 5-7=-3074/1747, 7-8=-3256/1809, 8-9=-1329/2467,9-10=1718/3031, 10-11=-1710/884, 11-12- 1758/960 BOT CHORD 2-17= 2090/3146, 16-17=-2090/3146, 15-16=-166B/3075, 14-15=-1476/3011, 13-14=-1460/2970 WEBS 3-16=-607/608, 4-16=-336/826, 5-16-620/281, 5-15= 186/279, 15-18=-22/407, 18-19=-1435/673,19-2D=-1435/673,14-20=-2W533,9-20=-1512J989, 8-18=-778/1727, 10-13=-431/1239,11-13=-880/1818,10-20=-030512529,13-20=-2755/1333, 8-20=-4143/2442 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 13-M, Extenor(2) 13-0-0 to 21-5.13, Interior(1) 21-5-13 to 31-2-0. Exterior(2) 31-2-0 to 38-OA zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 36-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Ceiling dead load (5.0 psi) on member(s). 18-19, 19-20 7) Bottom chard live load (40.0 psf) and additional bottom chord dead load (5.0 psi) applied only to mom. 14-15 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 14 except Qt=lb) Wafter P. Finn PE No.22839 2=588. 12=515. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. MiTek USA, Inc. FL Cad 6634 891M Parke East Blvd. Tampa FL 93818 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(S) Standard October 31,2018 Q WMN/NG- Vetltytlesl9n1a2me4rsend REAON0TE5 ON MZMD 1w7LVDE0MrtEKREFENANCEPAGEM674n MV.. 10=0150EFONE USE Design valld for use only with MTek® connecter. This dedgn b be-c! oNy upon parameters Mee areIs for as hdividual b.11cir g component, net a I.system. Before use, the bWGing designer must verily the appllrobllllyoi tlesign parameters and properly Incorporate this tledgn mto me overall bulltling design. Br-cmg mtlicotetl is to preventbP'B .11 dvltlual hussweb and/orohord members only. AtltlHlonal t¢mporary antl peimanentbmdn0 T1s�eA IVI(TBk• always required for stablllty antl to prevent oollopsp with posdUa pewne Inlury antl ploperiy camaee. For general guidance regartling me t fabrlconon, storage, tlelNery, erection antl brodng of busses and buss systems, seeANSUIPII igua8h CrSrrM, D55419 and aaI Wltlhp ComponrrM 6904 Parke East BMd. Sal, NfonnOttonovaliobla ham Truss Rate Imnhite. 218 N. Lee Sheet. Suite 372. Alexondrio. VA 22 74. Tampa, FL 33610 Job Truss TR Truss Type Of Ply ply T15459612 1589606-SYNERGY-HOW HIP 1 1 Job Reference (optional) eullaers rususource, Yon Piece, I-L U494b 8.220 s Oct 62018 MiTek Industies, Inc. Wed 0031 01313:21 2018 Page 2 ID:gllBwLVNi6YkTT7fiBJ8hFyw6ENJjxlrxC37h W4IZRNT77OSK5h5iGS308BDFw9uW yNyOC LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 70, 4-9=-70, 9-11=-70, 2-15=-20, 14-15= 30, 12-14=-80(F=-60), 18-20=-10 O WABNWG-Vedfydeslgnparemete..dBEADNOTES ON MMANDWCLUDEDMDEKNEFEBANCEPAGEM674mmre 10/114f015BEFOBEUSE Design valid for use only with MBek® connectors. "[his design Is based only upon parameters shown, and Is for an Individual bultling component, not a truss system. Before use, the bullding designer must verity the applicability, of design parameters and properly Incorporate this d"gn Into the overall buliding design, Bracing indicated is to prevent buckling of IntlNldual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damcge. For general guidance regarding the fabrication, storage, delivery, erection and broWg of fusses and truss systems seeANSVrIs11 Cuaft CrEnb, D5549 and 1105] Balding Componont 69N Parke East BNd. SafNy Nfoanolblgvatiobie ham Trust Rafe Institute, 218 N. We Sheet. Sutie 31Z Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply T75459613 1589606-SYNERGY-HOW HIP 1 7 Job Reference (optional) Builders FlraSource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:23 2018 Page 1 s10.0 5-82 17 ID:qIIBwLVNi6YkTT7fiBJBhFyw6EN.G63OGcDJBAo_talaYtuYJA31WXJXsraUhYPGyPyNyOA 0.0 19.0.0 23-0-0 2]-0.0 &7-15 314)-0 33-2-0 38-2-0 �a�s-B-z s3-1a 8-0-0 aao a-o-o Fi7.15I 2-4.1 2.2-o 5.6-6 5.8 = 5x8 = 2x4 II 5xl2 = 2.4 11 5x8 = 524 6 25 7 8 9 Scale = 1:67.2 I Sx6 = 2.4 II 5xB = 5x8 = 2x4 II 3xB 11 5x12 = 3x8 11 5-8-2 i 11-0-0 4x10 MT2014S = 19.0.0 2&0.0 28-7-75 31-0-0 33-2-0 38-2.0 8-0.0 40-0 5-7- 55 2-4-1 2.2-0 5-0-0 Plate Offsets (X.Y)-- 14:0-5-4 0-2-41 15:0-4-00.3-01.17:0-2-12 0-1-121 19:0-6-0 0-1-121 113:0-4-12 0-1-81 117:0-3-00-3-01 119:0-4-0 0-241 [21-0-2-12 0-3-4] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.46 14-16 >975 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.9014-16 >505 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WE 0.92 Horz(CT) 0.15 11 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.15 13-14 652 360 Weight: 245 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* 11-15: 2x6 SP M 26, 15-17: 2x4 SP No.1 WEBS 2x4 SP No.3'Except- 6-14,19-21,8-13: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 19-21,7-21.12-21 REACTIONS. (lb/size) 2=1959/0-8-0, 11=2092/Mechanical Max Hoe 2=206(LC 12) Max Uplift 2=495(LC 8), 11=-266(LC 8) Max Grav 2=195g(LC 1), 11=2244(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All tortes 250 (lb) or less except when shown. TOP CHORD 2-3=3913/1984, 3-4=-3472/1686, 4-5=4255/1790, 5-6=4783/1802, 6-7=4927/1877, 7-8=-828/1068,8-9= 797/964,9-10=-2376/805,10-11=-2144/818 BOT CHORD 2-18=-1916/3470, 17-18=-1916/3470, 16-17=-1466/3157, 14-16=-1197/4174, 13-14=-1174/4154,12-13=-1168/4055 WEBS 3-17=-402/499,4-17=-126/403,4-16=-234/1368,5-16=-679/557,14-19=0/481, 19-20=-982/101,20-21=-982/101,13-21=0/1763,8-21=-298/253,9-12=-679/1901, 10-12=-679/2364,7-19=-703/1825,7-21=-4080/2092,9-21=-3109/1711, 12-21=4296/1152,5-19=-12/554,16-19=-693/464 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.OpsY h=15ft; Cat. 11; Exto C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 11-0-0, Exterior(2) 11-0-0 to 19-5-13, Interior(1) 19-5-13 to 33-2-0, Extedor(2) 33-2-0 to 38-04 zone; cantilever left and right exposed ;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.Olb AC unit load placed on the bottom chord, 27-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcumard with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psQ on member(s). 19-20, 20-21 9) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 13-14 10) Refer to girder(s) for imss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (p=11b) 2=495,11=266. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22939 MiTek USA Inc. FL Cad 6SM 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 QWANN/NO-VeritydeslSnparomereroonOREAONO]ES ON TNISANO INCLUDEO NMEKBEFEHANCEPAOEM674"nrv. 101pYtol5BEFOHE USE Design valid for use only with MTek0 connectors. lhb design Is based only upon parameters shown, and Is for an Individual bulltling component, not a hues system. Before use, the building designer must verity the opelcoblity of design parameters and Drapery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of hdNlduol truss web and/or chord members ody. Additional temporary and permanent bracing Isalwaysrequiredforstabilityandfopreventcollapsewithpomblepersonalinjuryandpropertydamage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and hues systems. memStl1P11 CuaIM Gmedo, b5t1-09 and BC51 building Component mlpnnalbw nallable from mPlate ate Institute, 218 N. Lee Sheet, Suite Al e 31exantlrla, VA 22 14. MiTek- sees Parse East Blvd.Safety, Tampa, FL 33610 Job Truss Truss Type Oty Pry T75459614 1589606-SYNERGY-HOW IQW HALF HIP 1 1 Job Reference (optional) ounw,. n,e,auumn, run nece,,aryra 8.220 S Oct 6 2016 MITek Industries, Inc. Wed Oct 31 08:13:24 2018 Page 1 5.00 12 Scale=1:67.0 2x4 II 5x8 = 46 = 3.6 = 5.12 = 2x4 II 46 = 4 5 22 6 7 8 9 23 10 1 ST1.5x8 STP = 5x6 = 17 16 15 1413 24 25 12 11 3x4 = 46 = 5x3 - 2x4 11 3x6 11 8x10 = 6xl2 MT20HS = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/rP12014 CSI. TC 0.85 Sc 0.99 WB 0.90 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) Vdef1 Ud 0.56 13-15 >808 240 -1.0713-15 >424 180 0.18 11 n/a n/a -0.16 12-13 583 360 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 2401b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Stmctuml wood sheathing directly applied or 2.1-6 oc puffins, 4-7: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Structural wood sheathing directly applied or 1-4-12 oc bracing. 11-14: 2x6 SP M 26 WEBS 1 Row at midpt 18-19, 11-19, B-19 WEBS 2x4 SP No.3 *Except* 6-13,18-19,9-12: 2x4 SP No.2, 11-19: 2x4 SP M 31 REACTIONS. (lb/size) 11=2093/Mechanical, 2=1960/0-8-0 Max Horz 2=231(LC 12) Max Uplift 11=-345(LC 9). 2=518(LC 8) Max Grav 11=2244(LC 2), 2=1960(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3814/1901, 3-4=-3630/1649, 4-5=-4845/2021, 5-6=-5425/2030, 6-8=-5669/2185, 8-9=-662f770, 9-10=-637/680 BOT CHORD 2-17- 1959/3390, 15-17=-1599/3302, 13-15=-1388/5192, 12-13= 1345/5163, 11-12=-1333/5065 WEBS 3-17=-150/396,4-17=-67/335, 13-18=0/574, 6-1B=-356/351, 18-20=-1646/259, 19-20=-1646/260,12-19=0/1030,9-19=-474/474,5-18=-8/584,11-19=-5519/1420, 10-19= 707/668,8-18=-1087/2191, B-19=4203/1813, 4-15= 525/1775, 5-15=-637/558, 15-18=-708/0 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) -1-0-11 to 4-11-5. Intedor(1) 4-11-5 to 9-0-0, Extedor(2) 9-0-0 to 17-5-13, Intedor(1) 17-5-13 to 38-0-4 zone; cantilever left and Tight exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 400.OIb AC unit load placed on the bottom chord, 27-M from left end, supported at two points, 2-0-0 apart. 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 pst) on member(s). 18-20, 19-20 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psi) applied only to room. 12-13 Waller P. Finn PE No.22839 9) Refer to girder(s) for truss to truss connections. MTek USA, Inc. FL Cart 6634 10) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 lb uplift at joints) except 01=11d) 6904 Parka East Blvd. Tampa FL 33610 11=345, 2=51 B. Data: 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. October 31,2018 Q WARNING - Verity✓eslgnparemelersend READ NOTES ON TNASANDINCLUDWMf KRFF NCEPAGEMIF7473rev, 1411132015BEFOBE USE Design va"d tar use only wIM MBel�connectors. TNs tleslgn h basetl only upon parameters shown, antl Is for an IntlNkual builtling component not a miss system. Before use, the builtling designer mustveri(y the appllcabalry of design POrometers antl properly Incorporate tt,8 design Into the overall builtling design. &acing lndlcatetl at.prevent bucMing of lntllNdualtmss web and/or chord membersoNy. Adtlltlon0l temporory and permanent brocing Welk' is aiways required tar stabllltY and to prevent collapse w8h pos4ble personal Wury antl prapeM damage. Far Beneml guWance regortlin0 the fobricanort storage, delNery, erection and bracing of busses and buss systems. seeANSVIPl1 Cua18y Om�M, DSS-0y antl SG51 WAding Component 6904 Parke East Blvd. Sably liformotbnwoilob,. hem Truss Plate Institute. 218 N. Lee Sheet, Suite 312 Alexontlrlo. VA 22314. Tampa, FL 33610 Jab russ Type Oty Ply ]fH.1 T15459615 1SB9606-SYNERGY-HOW4Truss TS1D fHip Girder 1 2 Job Reference o tional ounueu rnmauurva, rvnriew, r�4vew 8.PY0 a Oct Is 2ui8 for l ex Industries, Inc. wed Uct 31 08:13:28 2018 vagel ID:gllBwLVNi6YkTT7fiB18hFyw6EN-c3WJKH5UgM5eTjN5d3EptvP)GW CCmogg6ldcyNy05 110.0' 7-0.0 t&1-0 19- 14 25-6-10 31-9-7 38.2-0 -0.0 7-0-0 6.1-1 I 6-2-13 6 2-13 - 6-2-13 6.4-9 Scale = 1:67.2 Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6x8 = 2.4 11 5x8 = 5xB = 2.4 11 5x12 = 3.4 II S.DO 12 NAILED NAILED NAILED NAILED NAILED NAILED ea 29 30 31 -- 32 33 -- +" 35 36 37 '" 38 39 40 5x6 = 2.4 II NAILED NAILED 7xI0 NAILED 2x4 II NAILED 7x1D NAILED 2.4 It NAILED axis = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7-0-0 13.1-1 19-3-14 25-6-10 31-9.7 38.2-0 7-n-n R.t.t apes a.ata aoe� r Plate Offsets(X,Y)- (2:0-2-9,0-0-9] f3:0-4-0,0-2-21 f10:Edge0-4-41112:0-5-00-5-41 f14:0-5-00-5-4] LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (foe) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.49 13 >919 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Ven(CT) -0.74 13 >608 180 BCLL 0.0 ' Rep Stress ]nor NO We 0.86 Hom(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 490 lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 *Except* 1-3: 2x4 SP No.2 BOTCHORD 2x6SPNo.2'ECept' 12-14: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=3577/Mechanical, 2=343410-8-0 Max Horz 2=180(LC 8) Max Uplift 10=-1621(1_0 5). 2=-1531(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 9-0-6 oc bracing. WEBS 1 Row at midpt 8-10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7644/3403, 3-4=-10522/4812, 4-5=-10520/4810, 5-7=-10320/4685, 7-8- 10320/4685, 9-10- 395/290 BOT CHORD 2-15=-3157/6897, 14-15=-0154/6868, 13-14=-5337/11717, 12-13- 5337/11717, 11-12=-2966/6538, 10-11=-2966/6538 WEBS 3-15=631719, 3-14=-1849/4134, 4-14=-931/103, 5-14=-1344/583, 5-13=0/517, 5-12=-1542/719,7-12=-818/631,8-12=.1897/4176,8-11=0/547, 8-10= 7107/3225 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with Bid (0.131 N2.5') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 5) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6) Unbalanced roof live loads have been considered for this design. 7) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132ri TCDL=4.2pst BCDL=5.Opsf; h=1Sit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip D0L--1.60 8) Provide adequate drainage to prevent water pending. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 10) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 RD uplift at joint(s) except Qt=lb) 10=1621,2=1531. 13) 'NAILED' indicates 3-10d (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NOS guidlines. Walter P. Finn PE No.22838 MTek USA, Inc. FL Cod 6634 69M Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING-Vedlydesl9aparamefersand READNOMS ON 7N/SANDMCLUDEDMDEKREPERANCEPAGEMR74MJre.]hD12015BEFORE USE Design valid for use onlywith MBelta9 connectors. This desgn Is based only upon parametersshown, and Is for an Individual building component, not a hums system. Before use, the building designer must verify the applicability of design paramamrs and property Incorporate this design Into the overall bulltling design, Bracing indicated a to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing M1Tek' Is always required for 5lablllty end to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, election and bracing of musses and muss systems seeANSUO'll QualMy Critelli DS549 and BC51 Balding Component Sabfy m/omrotbrgvolloble mom Truss Plate InillNte. 218 N. Street Suite 312. VA 22314. 6904 Parke East Bind. Tampa, FL 33810 We Alexandria Job Truss Truss Type Oty Ply T15459615 1589606-SYNERGY-HOW NDO Halt Hip Girder 1 2 Jab Reference (optional) Builders FlrstSource, Fort Piece, FL 34945 8.220 s Oct 6 2016 MiTek Industries, Inc. Wed Oct 31 08:13:28 2018 Page 2 ID:gll8wLVNi6YkTf7fiiBJ8hFyw6EN-c3tJJKHSUrp45eTjjN5d3EptvPxi W CCmDgg61 dcyNy05 NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 254 lb down and 331 lb up at 7-0-0 on top chord, and 359 lb down and 1391b up at 7-0-0 on bottom chord. The designtselection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-9=-70, 2-10=-20 Concentrated Loads (lb) Vert: 3=-207(B) 6=-136(B) 15=-359(B) 14=-61(B) 4=-136(B) 13=-61(B) 5=-136(B) 16=-136(B) 17=-136(B) 18=-136(B) 19= 136(B)20— 136(B) 21=-136(B) 22=-136(B) 23=-136(B)24---136(B)25=-136(B)26=-136(B) 27=-137(B)28=-61(8)29=-61(B)30=-61(B)31=-61(B) 32— 61(B)33=-61(B)34=-61(B)35= 61(B) 36=-61(B) 37=61(B) 38=-61(B) 39=-61(B) 40=-61(B) QWARNING- VndydestgnparemelersenJREADNOTES ON MSANDMCLUDEDMR REFERANCEPAGEMX74".v. 14N340159EFOREDSE. valid for use only vAM MSekS connectars. This design Is based only upon parameters shovm and Is for on Individual building component, not Nit a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporote this design Into Me overall building design. Bracing Indicated is to prevent buckling of lntlividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requuedfor stability and to prevent collapse with possible personal lnlury and property domage. For general guidance regording the fobricatlon, storage, delivery, erection and bracing of trusses and hums systemz seeANSI/1PIl Quart p Component y Criteria. D3349 and SCSI Building Parke East BNd. rk East Satisfy Informaf on shmable from Truss Rate InsStute, 218 N. Lee Street, Suite 312. Alexandria VA 22314.33610 Tampa, Job Truss Truss Type Oty Ply T15459616 1589606-SYNERGY-HOW SDI Roof Special 1 1 Li Job Reference (optional) ouuuum ruwoaur , rws nece,, oreeo 8.22U S Ucl b 2Uld MI I eK lnauslnee, Inc. W 6U Uc131 Ua:13:zv zui a s nnF,-,- Scale =1:73.0 3.6 II 5.6 = 3x4 = 3x6 = 3z4 = 5x6 = 7,10 = 4 5 6 7 8 9 c.e ST1.5x8 STP= 18 1716 1e za ro fa zc z° 13 12 5z6 = 2z4 11 ST1.5x8 STP = 46 = 3x4 = Sx8 = 4x8 = 3z4 = 6.8 = 8-&2 ( 12-0-0 13-Dp 22-1-0 31-2-0 3-I--'- -0-10 38.0.8 1 UN SA020 .I 0.1.n Od.n ddldn ,rind STP = 20 Plate Offsets DLY)-- Plate Offsets DLY)-- f5:0-3-00-2-4119:0-3-00-2-41.111:0.3-4Edgel f73:0-4-00-3-01 f77:0-3-80-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ved(LL) -0.18 14-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Ved(CT) -0.4214-16 >724 180 BCLL 0.0 Rep Stress [nor YES WB 0.50 Horz(CT) 0.05 20 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matri%SH Weight: 2141le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 11-12: 2x4 SP No.2 WEBS OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 2=614/0-8-0, 17=1721/0-8-0, 20=1088/0-6-8 Max Horz 2=251(LC 12) Max Uplift 2=-177(LC 8), 17=-647(LC 9), 20=-383(LC 9) Max Grav 2=620(LC 23), 17=1721(LC 1), 20=1116(LC 24) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-710/241, 3-4=-253/28, 4-5=-457/244, 6-8= 1306/813, 8-9=-1064/762, 9-10=-1214/736,12-19=-873/1328, 11-19=-873/1328 BOT CHORD 2-18=-302t564, 17-18=-302/564, 14-16=-557/1096,13-14=-744/1370, 12-13=-349/524 WEBS 5-16=-238/551, 6-16=-1268/859, 6-14=-206/478, 8-14=-196/296, 8-13=-447/242, 10-13=-302/654,10-12=-1338/938, 3-17=566/472,4-17= 914/742, 11-20=-1250/760 Structural wood sheathing directly applied or4-7-14 oc pur ins, except end verticals. Structural wood sheathing directly applied or 6-9-3 oc bracing. 1 Row at midpt 6-16.8-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=15N; Cat. II; Exp C; Encl., GCpi=0.16; MW FRS (envelope) and C-C Exteriog2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 13-0-0, Exterior(2) 13-0-0 to 19-0-11, Inierior(1) 19-0-11 to 31-2-0. Extedor(2) 31-2-0 to 36-1-10, Interior(1) 36-1-10 to 37-3-8 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu mint with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearing at joints) 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=177, 17=647, 20=383. Waller P. Finn PE No22639 fill ek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: October 31,2018 AWARNING- ViedtydedmPeremereraendREADNOrESO MMANDMCLUDEOMREKREPERANCEPAGEMIL7M.J ..16TY1a15BEFOREUSE Design valid for use only with MTek® connectors. This design Is based only Upon parameters shown. and Is for an Indidual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly IncoTorote this design Into the overall building design. Bracing Indicated is to prevent buciding of Individual truss web and/or chord members only. Additional temporary, and permanent bracing MTek' Is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and brocing of trusses and truss systems. seeeNSU1P11 QUO' Criteria. DS549 and SCSI Sulding Component Safety Informalbnovollable from Truss Rote Institute, 218 N. We sheet Suite 312 Alexandria. VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T75459617 1589606-SYNERGY-HOW 802 Hip 1 1 Job Reference (optional) paupers nreWource, ran race, r-L J4e4b 6.22u s uct 5 Zulu Inc. Wed um Jl u6:l"J:ul Zulu iz 5.00 F12 5x6 = 3.6 II Sx8 = 3x6 = 3x4 II 4 5 6 23 7 24 8 5xB = 9 3 1 4x6 = 3x4 = ST1.5x8 STP= 3.4 II 3x4 Sx8 = 3z6 11 5x8 II 6x8 = Scale = 1:68.4 5.8.2 12-4-0 S0.a I n.].id �L50.n0 8n.. R70.r-1d4 53].3-2 34-M1n,4 1H 0 Plate Offsets (X Y)-- f2:0-0-0 0-0-141 f4:0.3-00-2-41. f9:0-5-12 0-2-B1. f 14:0-2-e 0-2-121 f 16:0-0-8 0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(L-) 0.13 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.27 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Weight: 223 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 16-18,8-13:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=438/0-8-0, 11=1072/Mechanical, 19=1980/0-8-0 Max Hors 2=206(LC 12) Max Uplift 2=-205(LC 12). l l=-386(LC 8), 19=-746(LC 9) Max Grav 2=441(LC 23), 11=1076(LC 24), 19=1980(LC 1) BRACING - TOP CHORD Stmctural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-17 FORCES. (Its) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 398/272, 3-4=-435/512, 4-5=-111/426, 5-6= 136/457, 6-8=-1973/1429, 8-9=-1974/1452, 9-10=-1078/747, 10-11— 1040/770 BOT CHORD 2-20=-371/335, 19-20=-344/220, 16-17=-858/1462, 15-16=-740/1284, 14-15=-740/1284, 8-14=543/532 WEBS 3-20=-406/549,4-2D=-743/801,17-19=1390/1012,5-17=-460/453,12-14=-581/873, 9-14=-753/1159,9-12=-506/491,10-12=-647/1042,6-17=-1935/1180, 4-19=-483/442, 6-14=-5841788 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 11-0-0, Exterior(2) 11-0-0 to 19-5-13, Interior(1) 19-5-13 to 33-2-0, Exterior(2) 33-2-0to 38-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bosom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=205, 11=386. 19=746. Walter P. Finn PE No.22839 MTek USA, Inc. FL Celt 6634 69U Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING- Vc,11ydsstgnpammeferaend READ NOTES ONMSANDINCLUDWM?KREFERANCEPAGEM674M.. tdaYfofSBEFOREUSE Design valid for use only will MReld, connectors. Ms 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 applloebllty of design parameters and properly Incorporate firs design Into the overall building design. Bracing In Icaled is to prevent buckling of Individual muss web and/or chord members only. Addlllonal temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deliveryerection and bracing of musses and truss systems. seeANSVrPII Quality CAorla, DSB419 and BC31 Building Component 691 Parke East Blvd. Salsty, rnfomsalbrWolloble from Truss Plate Intli ri 218 N. Lee Street. Suite 31Z Alexcntldo, VA 22314. Tampa, FL 33610 Job Truss Truss Type OfY Ply T15459618 1589606-SYNERGY-HOW One Hip 1 1 Jab Reference (optional) ommers nrswomce, run rlece, rL araaa 5.00 12 Sire = 4 6.ZZU S Um 5Zi MII eK 2x4 II 4xt2 = 46 = 2x4 II 5 23 67 8 24 maustaes, Inc. W ea UQ Jl ui a:JJ [u la rage I 01 LaINRNBPLgAeDExsbggYOgtTOy-6goJpyNyOO 35-2-0 38-2-0 4-71-0 { 3.0.0 Scale =1:68.4 3x4 — Sx6 = 9 10 m d US = 3x4 = ST1sxS STP= 3x4 2x4 II Sire = 6xe — 5x8 II 6.8 = 9-0-0 12-4.0 15-40 18-10-14 2&4-0 30-3-0 35.2-0 38-2.0 o-n-n s-n-n a-n-n scree a-a-o nn 1-n nn t-n s.o-n Plate Offsets (X Y)— f2:0-" 0-0-141 f4:0-5-12,0-2-81 f7:03-0 Edael, f 10:0-3-0 0-2-41 f15:0-2-4 03-01 f 17:0-2-8 0-1-81 f 18:0-4-00-2-121 120:0-3-8 0-3-01 LOADING (pall SPACING- 2-0-0 CSI. DEFL. in (lac) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.19 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Veri(CT) -0.3515-16 >882 180 BCLL 0.0 ' Rep Stress their YES We 0.83 HOrz(CT) 0.04 12 Na rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 214 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP Ni TOP CHORD BOT CHORD 2x4 SP Ni `Except' 17-19,8-14: 2x4 SP Ni BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=487/0-8-0, 20=1920/03-0, 12=1083/Mechanical Max Horz 2=188(LC 12) Max Uplift 2=-213(LC 12), 2D=-757(LC 9), 12=-413(LC 8) Max Gmv 2=488(LC 23), 20=1920(LC 1). 12=1086(LC 24) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-402/329, 4-5=-142/394, 5-6=-189/461, 6-8=-2615/1715, 8-9=-2547/1677, 9-10— 1520/1060 BOT CHORD 2-21=-417/334, 19-20= 263/157, 17-18_ 1175/2020, 16-17— 1018/1767, 15-16=-1018/1767,8-15=-386/349,12-13=-477/694 WEBS 3-21=-398/506, 4-21=-243/423, 4-20=-624/420, 18-20=-1321/939, 5-18=-425/436, 13-15=-919/1495,9-15_ 701/1168,9-13=-915F710,6-18=-2374/1411,6-15=-634/919, 10-13=-009/1065, 10-12=-1131/806 Structural wood sheathing directly applied or 3-1-2 be pudins, except end verticals. Structural wood sheathing directly applied or 5-54 oc bracing. 1 Row at midpt 6-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 35-2-0, Exterior(2) 35-2-0 to 38-0-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tress has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=213, 20=757, 12=413. Waller P. Firm PE Ni MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING -Verify CeegnparametemanOREADNOTESONMISANDWCLDDEDMREKREFERANCEPAGEMX74nmv.1b 0156EFOREUSE Design valid for use only with MffeM connegtars. This design Is based only union parameters shown, and is for on Indvidual building component. not a truss system. Before use, the building designer must verity the apelcobliny of design parameters and properly Incorporate this design Into the overall bulidingr ign.SeeingIndicatetl6topreventbucklingofIndividualtrss,webendtorchordmembersonly, Addl6onaltemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding the fabrication sromge, delivery, erection and bracing of trusses and truss systems SeeANSUIPIt Cuplpy CMedo, DS549 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety infurmationavaloble from Truss Plate Institute, 218 N. We Steel, sure 312 Alexandra, VA 22314. Job I russ was ype y T15459619 1589606-SYNEflGY-HDWLAND BM Hip Girder 1 �1 2 Job Reference (optional) 1.2 eArS6 Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4 11 5.00 12 6z8 NAILED NAILED 5x8 = 3zd I Sz12 = 5zB = 2x4 NAILED 4x6 NAILED NAILED axe 3 21 22 4 23 5 24 25 6 26 7 827 28 29 9 30 31 10 11 STI.SxS STP = 4x6 = 20 32 2x4 II NAILED Special 33 19 34 185z12 = ST1.51,8 STP= 2x4 11 NAILED 802 = NAILED NAILED NAILED 2z4 11 SA2 = 14 40 41 73 42 43 44 12 NAILED NAILED NAILED _ 2z4 11 NAILED 5z8 NAILED 6x8 = NAILED NAILED NAILED NAILED NAILED 7-0-0 i 12<-O L1<0 20i-0 25-0-0 31-3-0 I 37-2-0 3&2-0 Scale=1:71.2 Plate Offsets (X 1)— 13:0-5-00.2-e1 r10:0-4-0 0-2.21 f 15:0-3-12 0-2-81 117:0-0-12 0-2-81 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef) L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) 0.23 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.33 15-16 >925 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.83 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mabix-SH Weight: 526 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 3-7,7-10: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 5-18,8-14: 2x4 SP No.3 WEBS 2x4 SP No.3*Except* 4-19: 2x8 SP 2400F 2.0E BRACING - TOP CHORD Sheathed or 6-0-0 cc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=-70/0-8-0 (min. 0-1-8), 12=1941/Mechanical, 19=514310-8-0 (min. 0-3-1) Max Hom2=170(LC 8) Max Uplitt2=-298(LC 20), 12=-893(LC 4), 19=-2477(LC 5) Max Grav2=290(LC 15), 12=1942(LC 20), 19=5143(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-651/1245, 3-21=-1958/4023, 21-22— 1957/4021, 4-22=-1956/4019, 4-23=-132412734, 5-23=-1324/2734,5-24=-1241/2571,24-25=-1241/2571, 6-25=-1241/2571, 6-26= 5826/2838,7-26=-5826/2938,7-27=-5826/2838, 8-27=-5826/2838, 8-28=-5667/2774, 28-29— 5667/2774,9-29=-5667/2774, 9-30=-3207/1492, 30-31=-3207/1492,10-31=-3207/1492 BOT CHORD 2-20=-1103/543, 20-32=-1127/545, 32-33>1127/545, 19-33=-1127/545, 19-34=-288/129, 18-34=-288/129, 5-17=-596/400, 17-35=-1497/3046, 35-06=-1497/3046, 16-36= 1497/3046,16-37=-1497/3046,37-38=-1497/3046, 38-39=-1497/3046, 15-39— 1497/3046, B-15=-607/454,14-40— 194/432,40-41=-194/432,13-41=-194/432, 13-42=-302/581,42-43=-302/581,43-44=,302/581,12-44=-302/581 WEBS 3-20=-46/661, 3-19=-3429/1642, 4-19>1347/838,17-19=-0120/2032, 4-17=-725/1471, 6-17=-5862/2876,6-16=-20/401,6-15=-1391/2912,13-15=-1320/2848,9-15=-1329/2551, 9-13— 1619/1066, 10-13=-1313/2927,10-12= 1908/1058 NOTES- 1) 2-ply truss to be connected together with 10d (0.131')3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind::ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsh h=15f ; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,, AkAtaiw"Wlaedwttom chord and anv other members. Walter P. Finn PE No.22839 NRek USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Data: October 31,2018 �1 M!Tek' 690,1 Parke East Blvd. Tempe, FL 33610 Job Truss Truss Type Dty ply T15459619 1589506-SYNERGY-HOWLAND B04 Hip Girder 1 ^ G Job Reference (optional) irst5oume, Fort Piece, FL 34945 8.220 s Od 2D 2018 M i Industries, Inc. Wed Oct 3109:20:402018 Page NOTES- ID:g118wLVNi6YkTT7fiBJ8hFyw6EN-IcFfWov8lOk4xdKTF9RjpPmpug6pOcDoA2muoZyNvHL 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 lb uplift at joint 2, 8931b uplift at joint 12 and 2477lb uplift at joint 19. 10) "NAILED" indicates 3-1 Od (0.148°x3°) or 3-12d (0.148°x3.25°) toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 254 lb down and 331 lb up at 7-0-0 on top chord, and 361 lb down and 140 It, up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-1 0=-70, 10-11=-70, 2-18=-20, 15-17=.20, 12-14=-20 Concentrated Loads (Ib) Vert: 3=-207(B) 7=-1 11 (B) 10=-137(B) 18=-61 (B) 5=-1 36(B) 20= 361(B) 9=-136(8) 13=-61(13) 21=-136(B) 22=-136(B) 23=-136(B)24= 111(B)25=-111(B)26=-111(B) 27=-111(B) 28=-136(B) 29=-136(B)30=-136(B)31=-136(B) 32=-61(B) 33=-61(B) 34=-61(B) 35=-86(B) 36=786(B) 37=-86(B)38=-86(B) 39=-86(B) 40=-61 (B) 41=-61(B) 42=-61(13) 43=-61(13)44=-61(B) ,&WARNING-Vedlydeslgnparemefersend REAONOTESONTHISANOINCLUBEOM?EKREFERANCEPAGEMIP74T3rev.iWD32015BEFOREUSE Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual tnus web and/or chord members only. AddlHonal temporary and permanent bracing Is always required for stably and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUlpll Quality Ci tech, DSIM and SCSI Building Campamrrt Safety YsformaBpnovoiloble from Truss Plate Imtrtute, 218 N. Lee Sheet Suite 312, Alexondrlo. VA 22314. MOW 6904 Parke East Blvd. Tel FL 33610 Job Taus Truss Type Oty ply T16469620 1589606SYNERGY-HOWL0kND Cot Roof Special Girder 1 2 Job Reference (optional) 7-1-8 4.6 11 Inc Wed Oct 31 09:21:19 2016 Pagel Sepal sesuduP1 OUT2EMYBciSfpyNyGk Scale =1:38.1 4,00 Mi201-I5 3xB 11n, oco 10z16 Mr20115= nwm BOB 11 nmco mum402.= HGU526-2 HTU26 HN26 7-1-8 3-6-8 Plate Offsets (X.Y)-- f2:0-0-12 0-1-131 f 10:0-4-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CBS. DEFL. in (too) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.17 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.32 9-10 >762 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(CT) 0.08 7 n/a RIG BCDL 10.0 Code FBC20171-rP12014 Matrix-SH Weight: 264 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 4-5: 2x4 SP No.2, 5-6: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 6-7: 2x8 SP 240OF 2.OE, 4-9: 2x4 SP No.2, 5-7: 2x6 SP No.2 REACTIONS. (lb/size) 7=6343/tvlechanical, 2=5767/0-8-0 (min. 0-0-6) Max Horz 2=193(1-C 27) Max Uplift7=-415(LC 9), 2=-1852(LC 8) BRACING - TOP CHORD Sheathed or 3-1-0 cc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3= 13107/4112, 3-4=-9561/2494, 4-5= 958B/2497, 5-6=-447/0 BOT CHORD 2-10=-3829/11864, 10-11=-3829/11864, 9-11=-3829/11864, 9-12=-1213110546, 12-13=-1213/10546,13-14= 1213/10546,8-14=-1213/10546, 8-15=-1274/10428, 15-16= 1274/10428,7-16=-1274/10428 WEBS 3-10=-1820/3979, 3-9=-4081/2076, 4-9=-1798f7048, 5-9= 1988/0, 5-8=0/1993, 5-7=-11199/1475 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x5 -2 rows staggered, at 0-3-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 415 lb uplift at joint 7 and 1852 lb uplift at joint 2. 11) Use Simpson Strong -Tie HGUS26-2 (20-1 Od Girder, 8-1 Off Truss) or equivalent at 7-1-8 from the left end to connect trusses) At (2 ply 2x6 SP) to back face of bottom chord. 12) Use Simpson Strong -Tie HTU26 (20-1 Old Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max starting at 9-0-12 from the left end to 19-0-12 to connect truss(es) A09 (1 ply 2x6 SP), A08 (1 ply 2x6 SP), A07 (1 ply 2x6 SP), A06 (1 ply 2x4 Congluu)BM 618WX4 SP), A04 (1 ply 2x4 SP) to back face of bottom chord Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: Orfnhor Al 901 R ® WARNING -VeNry devgn Parameters and READ NOTES ON MIS AND INCLUDED MREK REFEnANCEPAGE MD7479 rev. 101342015 BEFORE USE. Design valld for use only with Mirek® connectors. mis design Is based only Man parameters shown, and Is for an Individual bulding component, not a huss system. Before use, toe building designer must verify the applicablity of design parameters and property Incorporate Mis design Into the overall buildingdesign. Bracing Indicated Is to prevent buckling oflndMdualUtz web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses antl truss systems seeANSI/IPII Quality Caliendo. OSB49 and 1ICS1 Building Component 6904 Part<e East Blvd. Safety Informallonavaaable from Truss Plate Institute. 218 N. use Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job nus Trusslype ty Ply T16459UO 1569606-SYNERGY-HOWIAND COI Roof Special Girder 1 2 Job Reference (optional) uunven: rIMTIOUM% Von Mace, FL 34945 8? Oa Oct 202018 MTek Industries,Inc. Wed Od 31 0921:19 2018 Paget NOTES- ID:gil8wLVNi6YkTT7fiBJ8hFyw6EN-f76017NceM8Y6cpzlsesuduPI OUT2EMY8ciSfpyNyOk 13) Fill all nail holes where hanger is In contact with lumber. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increas_ a=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-5=-70, 5-6= 70, 2-7=-20 Concentrated Loads (lb) Vert: 10=-3557(B) 11=-1674(B) 12=-1674(B) 13— 682(B)14=-919(B)15=-894(B) 16=-810(B) Q WARNING -Nnfly deslgh sucar.fem.nd READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE UX74M rev, 14MOM016 BEFORE USE Design void for use only with MOekS connectors. Th6 design Is based only upon parameters shown and Is for an IndMdual building component, not ��- a truss system. Before use, the binding designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall bulIdIng design. Bracing Indicated Is to prevent bucWhg of Individual hum web and/or chord members only. Addiflonal temporary and bracing permanent Is always required far statAN and to prevent collapse with posible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery. emcfon and brocing of trusses and hum sysfems seeANSUIPII Quaff y Criteria. D36E9 and SCSI Mount; Component 6904 Padce East Blvd. Inlofmafbllovolloble from Truss Plate Institute, 218 N. Lee Shout Suite 3@. Alexontltlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply T75459621 15B9606-SYNERGY-HOW BD2 Common 4 1 Job Reference (optional) Builders RrstSource, Fort Piece, FL 34945 8.220 s Oct 6 201 B MiTek Industdes, Inc. Wed Oct 31 08:13:39 2018 6,01 II AVN � Scale = 1:35.5 Id ST1.5xB STP= 2x411 4x6 = 2x4 II 5x8 II 5.6 = Plate Offsets KY)- r2:0-2-5 0-0-91 r5:0-2-00-3-01 r9:0-4-13 0-1-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.35 10-12 >682 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.63 10-12 >385 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Hom(CT) 0.03 9 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Attic -0.14 10-12 69B 360 Weight: 99 lb Fr=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP M 26'Except' 9-11:2x6 SP No.2 WEBS 2x4 SP No.2 *Except* 5-13:2x4 SP No.3 SLIDER Right 2x4 SP No.32-11-13 REACTIONS. (lb/size) 9=986/Mechanical,2=1085/0-8-0 Max Horz 2=109(LC 16) Max Uplift 9=-258(LC 13), 2=-319(LC 12) Max Grav 9=1142(LC 2), 2=1212(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied Or 4-0-3 oc puffins. BOT CHORD Structural wood sheathing directly applied or 8-11-5 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2041/785, 3-4=-1716/850, 4-5=-373/1000, 5-6=355/1008, 6-7=-1708/868, 7-9= 2095/841 BOT CHORD 2-12=-581/1733, 10-12=581/1733, 9-10_ 581/1733 WEBS 3-12=0/547, 4-13=-2858/1341, 6-13=-2858/1341, 7-10=0/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 10-8-0, Extedor(2) 10-8-0 to 16-8-0, Interior(1) 16-8-0 to 20-5-0 zone; cantilever left and Fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-13, 6-13 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=258, 2=319. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2018 Q WARNING-Verllyde4lanpardmetersend REDNOTES ON TN/SANDMCLUDEOMREKREFERANCEPAGEUX74M... 10TUA ISBEFORE USE Design valid for use only with MBeW connectors. This design a based only upon parameters shown, and Is for on IndMtlual building component not a truss system. Before use, the building deslaner must verily tho applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of individual muss web and/or chard members ordy. Additional temporary and permanent bracing MiTek- a always requked for stability antl to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and Cuss systems, seeANSI/IPII Quality Cmerla. D3549 antl SCSI Building Component 6904 Parke Nd. rk e East st B Barlett,Barlett,Intmmatbrcva�abie mom Truss Rate Institute, 218 N. Lee Stoat, Suite 312, AlexantlrlVA 22314. Tama, P a, Job Truss Truss Type Oly Ply T15459622 1589606-SYNERGY-HOW am Common 2 1 Job Reference o tional Builders FirstSoume, Fort Piece, FL 34945 8.220 s Oct 62018 MTek Industries, Inc. Wed Oct 31 08:13:40 2018 Scale = 1:38.2 US = 3x8 = - Ia 2.4 11 2x4 II 5x6 = Sao = 6-&4 14-9-12 214-0 6.61 8.3.8 6-6.4 Plate Offsets KY)- 12:0-2-9.0-0-91.I5:03-0,Edgel I8:0-2-9,0-0-91 LOADING (psf) SPACING- 2-" CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.42 10-12 >596 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.7410-12 >333 180 BCLL 0.0 ' Rep Stress Mar YES WE 0.30 Horz(CT) 0.03 8 rite Na BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Attic -0.14 10-12 696 360 Weight: 100 lb FT=20% LUMBER- TOPCHORD 2x4 SP M31 BOT CHORD 2x6 SP M 26 *Except' 8-11: 2x6 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1110/0-8-0, 8=1110/0-8-0 Max Hom 2=100(LC IS) Max Uplift 2=-324(LC 12). 8=324(LC 13) Max Goal 2=1242(LC 2), 8=1242(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied or2-2-0 oc puffins. BOT CHORD Structural wood sheathing directly applied or 9-0-8 oc bracing. FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD 23= 2158/827, 3-4=-1806/865, 4-5=-463/1409, 5.6=-484/1409, 6-7=-1806/850, 7-8=-2156/811 BOT CHORD 2-12=-564/1835, 10-12=564/1835, 8-10=564/1835 WEBS 4-6=3362/1436, 7-10=0/598, 3-12=01605 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Intenor(1) 4-11-5 to 10-8-0, Exterior(2) 10-8-0to 16-8-0, Interior(1) 16-8-0 to 22-4-11 zone; cantilever left and right exposed ;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 part) on member(s). 3-4. 6-7, 4-6 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 pst) applied only to room. 10-12 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=324, 8=324. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Firm PE NoIH39 MTek USA, Inc. FL Ced 6634 6904Parke East Blvd. Tampa FL 33810 Date: October 31,2018 O WARNING- VedfydeslSnparameleramsd READ NOTES ON THI ANOINCLUOMUM REFEBANCEPAGEMX74nmw 10N22015BEFOBE USE. Design valid for use only with MRek(B) connectors. This design Is based only upon parameters shown, and Is for on IntlhAtlual bu icing component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate Mils design Into Me overall building design. Bracing Indicated is to prevent buckling of lndNlduol truss web and/or chord members only. Additional temporcry and pavoanent bracing Is always reaulred for stabllity and to prevent collopse WM possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery. erection and bracing of Masses and teas systems seeANSIfIPII Guoply C18edu, DS549 and BC51 Bull Component Safety Infarmollonavallable from Truss Rate Institute. 21 B N. Lee Street, Sune312. Alexandrlc, VA 22314. ��- MTek' 69a4 Parke East Blvd. Tampa, FL 33610 Job Tess Truss Type Orly MY T15459623 1589606-SYNERGY-HOW MX Hip Girder 1 1 Job Reference (optional) amlaers rumbaurce, tort trace, I-L 34134b 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:41 2018 4x5 = Scale=1:39.3 4x6 = 3.6 II ^n,�c.. ,..a,.=u ow ..o— 6x8 = 46 = Special NAILED Special Plate Offsets (X,Y)— 13:04-5 0-241 13:0-2-004-131 14:0-2-7 0-3-01 ❑:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.68 Vert(L-) -0.16 7-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.40 7-9 >614 180 BCLL 0.0 Rep Stress [nor NO WB 0.31 Horz(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 110 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 34: 2x6 SP M 26, 4-10,3-10: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1891/0-8-0,5=1891/0-8-0 Max Holz 2=-68(LC 32) Max Uplift 2=-854(LC 8), 5=-854(LC 9) FORCES. (lb) -Max. CompJMac Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3820/1671, 34— 3364/1598, 4-5=-3825/1673 BOT CHORD 2-9=-1482/3390, 7-9=-1481/3360, 5-7=-1442/3395 WEBS 3-9= 20/814, 4-7=-33/815 Structural wood sheathing directly applied or 3-6-3 oc puffins. Except: 4-9-0 oc bracing: 34 Structural wood sheathing directly applied or 64-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=854, 5=854. 7) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 8) "NAILED" indicates 3-1Od (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NOS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 254 lb down and 331 lb up at 7-0-0. and 254lb down and 331 lb up at 144-0 on top chord, and 361 Ib down and 140 lb up at 7-0-0, and 361 Ito down and 140 lb up at 14-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase :1.25 Uniform Loads (plf) Vert: 1-3=-70, 34=-70, 4-6=-70, 2-5=-20 Concentrated Loads (lb) Vert: 3=-207(F) 4= 207(F) 9=-361(F) 7=-361(F) 12=-136(F) 13_ 136(F) 14=-136(F) 15=-61(F) 16=-61(F) 17=-01(F) Wafter P. Finn PENo12939 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33B10 Date: October 31,2018 Q WABNWG- Verilydealgn paremeferaand6E4D NOTES ON TNISAND WCLUDED MNEK6EFENANCEPAGEMD-74"non, la 2015BEFONE USE Design volld for use only with MBekW connectors. This design Is based only upon parameters shown, and Is for on IndNlduai building component, not a Truss system. Before use, the building designer must verify the appllccallty of deslgn parameters and properly Incorporate this design Into the overall bulldingdergn. Bracing Indicated Is to prevent bucl ingofindHlduolhussweband/or chord members only. Addltlonaitemporary and permanent bmcmg MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSVTPIT paa�, Cdbda. DSB-59 and BCSI Building Component Sobry Ntonnafbmvoaoble from Truss Plate Institute. 218 N. tee Street. Suite 312. Alexandria, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Tnss Typa Oty Ply T15459624 1589606-SYNERGY-HOW BDI Comer Jack 22 1 Job Reference a tional outcome FlrstSource, Fort Piece, FL 34945 8.220 a Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:42 2018 Page 1 ID:qIIBwLVNi6VkTT7fiBJBhFyw6EN-CmjbF6SEASZSmoXPCltLomSU_leWUkeH2OVm6ayNyNt -N1 F0I 1 2x4 = ST1.Sx8 STP = Scale =1:7.2 Plate Offsets (X,Y)— r2:0-0-2,0-0-21 LOADING (psf) SPACING- 2-" CSI. DEFL. in (roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Ven(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS, (lb/size) 3=-16/Mechanical, 2=168/0-8-0, 4=9/Mechanical Max Horz 2=44(LC 12) Max Uplift 3=-16(LC 1). 2— 113(LC 8) Max Grav 3=21(LC 8), 2=168(LC 1).4=18(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except ()t=lb) 2=113. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 6904Parke East Blvd. Tampa FL 3361D Date: October31,2018 O WARNING- Verify Oeslgnparametors.rd READ NOTES ON WXMD XCLUDED MNEKNEFENANCEP4GEM67473 rev. 1041i.Vf016BEFORE USE Design valid for use only with Mnel,2 connectors. This design h Dared only upon parameters shown, and Is for an IndNldual building component, not ��- a muss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate thts design Into the overall building design. Bracing Indicated a to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' B always requlred for stability and to prevent collapse with possible personal Nlury and property damage. For general guidance regarding the fabrication, storage. dierection and bracing of frescos and truss systems, seeANSUIPl I Quality criteria, D3549 and SCSI Building Component 6904 Parke But Blvd. Salr ty NtonnalbmvaYable mom Truss Plate Insntute. 218 N. Lee Street. Suite 31Z Alexandria. VA 22314. Tampa, FL 33610 Joe Truss Truss Type cry Pry T75459625 1589606-SYNERGY-HOW E102 Comer Jack 2 1 Job Reference (optional) Builders RrstSource, Fort Piece, FL 34945 2M = ST1.SxB STP = 8.2.20 s Oct 6 2018 MTek Industries, Inc. Wed Oct 31 08:13:43 2018 Page 1 ID:g118wLVNi6YkTT7fiBJehFyw6EN-gyH_TSTsxShyOx6blkOaLz?hza—MDBuOHgFKeEyNyNs Scala =1:7.2 Plate Offsets (X Y)— 11:0-0-2 0-0-21 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 VeR(LL) -0.00 3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Ven(CT) -0.00 3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 2 Na n/a BCOL 10.0 Code FBC2017/-rP12014 Matrix-P Weight: 3 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1--41/0-8-0, 2=42/Mechanical Max Horz 1=32(LC 12) -Max Uplift 1=-7(LC 12), 2=-27(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc puffins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exleffor(2) zone; cantilever left and fight exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100111 uplift at joints) 1, 2. Wafter P. Finn PE NoMS39 MTek USA, Inc. FL Cad 663d 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2018 Q WARNING - Verftydesfpnpammetemend READNOTES ON TN/SANDINCLDDEOMI KREFERANCEPAGEMh74n.v. Idp220151BEFOREDSE Design valid for use only with MlTelsiD connectors. This design is based only upon parameters mown. and Is for an Individual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucbing of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MTek' Is always requke l for stability and to prevent collapse wilts possible personal Ln7ury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of tames and buss systems seeANSVTPl1 Quality CdtMa, DSM9 and BCSI Building component eea4 Parke East Blvd. SaOety WormotloncNalloble from Truss Plate Institute. 218 N. Lee Skeet. Suite 312. Alexandda, VA 22314. Tampa, FL W610 Job Tntss Truss Type PlyT15459626 1589606-SYNERGY-HOW EM ComerJack Py 1 Job Reference (optional) 0. dUsUM a zU rd mu ex mousmes, mc. vvea uadr ua:la:aa cmd Scale=9:11.4 2x4 = ST1.5xe STIR = - 30-0 3.0.0 Plate Offsets (X Y)-- f2:0-0-2 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix-P Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Stmctural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=65/Mechanical, 2=240/0-e-0, 4=26/Mechanical Max Horz 2=89(LC 12) Max Uplift 3=-68(LC 12), 2=-119(LC 8) Max Gray 3=65(LC 1), 2=240(LC 1), 4=52(LC 3) FORCES. (lb) - Matt. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDLr4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3 except 61=11c) 2=119. Walter P. Finn PE No.2U39 MTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING -Vedrydea19.;urametersend READ NOTES ON THISANDDICLUDED aflrEKNEFENANOEPAGE111IW4TJ mv. 1NA14ofs BEFORE USE ��- Design valid for use only With Miracle connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not o truss system. Before use, the building designer must verify the oppllcoblllty of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addltlonoi temporary and permanent bracing MiTek' B always required for stablllly and to prevent collapse with possible personal blurt' and property damage. For general guidance regarding The fabricationstorage, delivery, erection and bracing of trusses and huss systems, seeAN6VfPlt Qualppyy Cm�M, gall4lp antl BC31 BWdhp Gompoamf 69M Parke East Blvd. SafelyNformalbttovailable from miss pate Institute. 218 N. Lee Sheet Suite 312 Alexontlrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T15459627 1569606-SYNERGY-HOW 605 Comer Jack 8 1 Job Reference (optional) a.22Ds UM a ZU111 MIIex IndLLSines, Inc. Wool Vat31 Ua:13:45EU1B rage1 Scale=1:17.3 5xB = ST1.5x8 STP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.61 Ved(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 171b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8.0, 4=46/Mechanical Max Horz 2=136(LC 12) Max Uplift 3=-l31(LC 12), 2>724(LC 8) Max Grav 3=146(LC 1), 2=319(LC 1), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied ors-0-0 oc puffins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc beeping. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exferior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Peter to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=131,2=124. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING-Vedfydesl9npardmeleraend READNO7 SON TNISANDMCLUDEDMREKREFERANCEFAGEMR74MJr . 10N.V201511EFOREUSS Dodge valid for use only with MDekO connectors, reds design Is based any upon parameters shown. and Is for an Individual building component not a truss system. Before use, the b Wtling designer must verify the appllcobllly, of design parameters and properly Incorporate eels design Into the overall building design Bracing Indicated is a prevent buckling of Individual Ness web and/or chord members only. Addlflonol temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication.storage.delivery, erection and brocing of hussar and Nuns systems seeANMyfP11 Quo Criteria. DSSd9 and 1101 Building Component Safah Infonnationcvaaoble from Truss Rate Institute. 218 N. Street. 6ao4 Parke East Blvd. Tampa, We Suite 312. Alexandra VA 22314, R 33610 Job Truss Truss Type Oty Ply T15459628 1589606-SYNERGY-HOW 1901 Hip 1 1 Ion aeeo.oace (optional) Builders PlrsiSource, tort Viece, hL 34945 8.220 s Oct 6 2016 MiTek Industries, Inc. Wed Oct 31 08:13:46 2018 5x8 = SZB = Seale = 1:38.3 ST1.5x8 STP = 2x4 II 3.6 = 3x4 = ST1.5x8 STP = 5x6 = 5x6 = Plate Offsets (X Y)-- 13:0-5-4 0-2-41 14:0-4-00-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vde9 Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.12 5-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Veri -0.18 2-9 >999 160 BCLL 0.0 ' Rep Stress Incr YES W B 0.13 Horz(CT) 0.05 5 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 86 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1012/0-8-0, 5=1012/0-8-0 Max Hom 2=69(LC 16) 'Max Uplift 2=364(LC 8), 5=-364(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1633/1103, 3-4=-1403/1119, 4-5— 1633/1103 BOT CHORD 2-9=-835/1395, 7-9=-833/1403, 5-7=-828/1395 WEBS 3-9=0/292,4-7=0/292 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Structural wood sheathing directly applied or 5-10-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=1Slit: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMerior(2) -1-0-11 to 4-11-5, Milli 4-11-5 to 7-0-0, Exterior(2) 7-0-0 to 22-0-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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 3-61 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=11b) 2=364, 5=364. Walter P. Finn PE No.22839 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October31,2018 AWARNING -VertlyOeslgnparamefenendREADNOTESONTMSANDWCLUDEDMDEKREFERANCEPAGEMA747J ,IGT31015BEFOREUSE Design valid for use only with Milli connectors. This design Is based only upon parameters shown, and b for an Irat itlual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent bucking of lndlvldui truss web and/or chord members only. Addifonal temporary and permanent bracing d always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the Babrication agtY Mformalstorage. mvo. able froelection m Truss Note Instlltute. 218 N. Lee Strof trusses and ee ,, Suite 312. stemi AeNandric, V11 Vual A 22 14.mR� DSG-0g and SCSI Bu1dY1p COTPOaMf MiTek' TamVaeFLe East 33610Blvd. Job Truss Truss Type ' pty Ply T15459629 1589606-SYNERGY-HOW il 1902 Hip Girder 1 1 Job Reference o floral Builders FirslSource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:47 2018 Special 5.8 = 5.00 r12 NAILED 2.4 11 5x8 = Scale = 1:38.3 ST1.5x8 STP = -- 12 13 - - 14 STi.Sxe STP = 5x6 = 3x8 II NAILED 7x10 = axe 11 6x6 = Special LUS24 HHUS26.2 Plate Offsets (X Y)-- (2:0-3-0 0-3-31 (3:0-5-12 0-2-81 f5:0-5-12 0-2-81 f6:0-3-0 0-3-31 f9:0-5-0 0-4-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (toe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.23 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.34 9-10 >719 180 BCLL 0.0 Rep Stress Incr NO WE 0.47 Horz(CT) 0.05 6 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 1091to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-5: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1877/0-8-0, 6=1996/0-8-0 Max Hom 2=52(LC 27) Max Uplift 2= 874(LC 4), 6=-914(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc puffins. BOT CHORD Structural wood sheathing directly applied or 7-6-2 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3956/1835, 3A=-4605/2192, 4-5=-4605/2192, 5-fi=3887/1753 BOT CHORD 2-10=-1588/3523, 9-10=-1599/3568, 8-9=-1548/3519, 6-8=-1526/3462 WEBS 3-10=-167f710,3-9=-532/1154, 4-9=A52/325,5-9=-600/1234, 5-8=-340/846 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconcurent with any other live loads. 5)' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the .bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=1b) 2=874;6=914. 7) Use Simpson Strong -Tie LUS24 (4-1OdGirder, 2-1 Off Truss, Single Ply Girder) or equivalent at 7-7-4 front the left end to connect trusses) to front face of bottom chord. 8) Use Simpson Strong -Tie HHUS26-2 (14-1 Od Girder, 6-1 Od Truss, Single Ply Girder) or equivalent at 16-5-8 from the left end to connect truss(es) to from face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-1 Od (0.148°x3') or 3-12d (0.148'x3.25') toe -nails per NOS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2161b down and 2821b up at 5-0-0 on top chord, and 114 lb down at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 13=-70, 3-5=-70, 5-7= 70, 2-6= 20 Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2018 Q WARNING-Ved/y CeslgnpammeremenJREAD NOTES ON MOANUUICLUDEDMREKREFERANCEPAGEMX74Mme. V1034RafSBEFORE USE Design valid for use oNy with MBeIaD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify Me applicability of design parameters and properly Incorporate this tlesign Into Me overall building design. Bracing Indicated is to prevent buckling of lncMdualtruss web and/or chord members only. AddiAonad temporary and permanent bracing MiTek' Isalways required for stability and to prevent callapso wlM possible personal Injury and properly damage. For general guldonce regarding the fabrication. storage. delivery, erection and bracing of cusses and trssss systems, seeANSUIPII Quality Canada, DSM9 and Best Sutdbp Component 69M Parke East Blvd. Scri Informations alloble from Truss Rate Institute, 218 N. Lee Sheet. Suite 312, Alexondria. VA 22314. Tampa, FL 33610 Job Truss Type OtyplyT76469629 1689606-SYNERGY-HOW�Tnms 002 Hip Girder 7 1 Jab Reference (optional) 1301&. Firssaource, Fort Piece, FL aayaa 8.220 s Oct 62018 MiTek Industries, Inc. Wed Oct 31 08:13:47 2018 Paget ID:gll8wLVNi6Yk1T7fiBJBhFyw6EN-Z W UIq W M7gCOtZOM_aT W VpADgBD V8uXOCHDXn7yNyNo LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-169(F) 10=-71(F) Yt=-76(F) 12=-26(F) 13=-689(F) 14=-817(F) ,&WARNING•Vedfydrm%Fnpammefen: and READ NOTES ON THISAND INCLUDED MR'EKREFERANCEPAGEMX74nrev. 14=2015BEFORE USE Design valid for use only with MITekSS connectors. This design Is based only upon parameters shown, and Is for an Individual bmlding component not a hum system. Before use, the building designer must verify the oppllcablity, of design parameters and properly Incorporate this design Into the overall building design. Bracing lndioofed a to prevent buckling of lnrlMdual truss web and/or chord members only. Addllonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery erection and bracing of trusses and hum systems, seeANSI/TPIT Quaffly CrBisrlo, DS149 and EC31 Bultlhp Component 69N Parka East Blvd. Safety Nfomrationworable from Truss Plate Institute. 218 N. Lee Street, Sulfe 312. Alexond0a. VA 22314. Tampa, FL 33510 Job Truss Truss Type Oty T15459630 1589606-SYNERGY-HOW Bm3 Jack -Open 5 7Jb Reference (optional) bullaers Vlrs150urae, Von YlBae, VL 04a45 2x4 = ST1.5),S STP = 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:48 2018 Page 1 ID:gIIBwLVNi6YkMflBJ8hFyw6EN-1 w4tW 9W _m_KFUj7ZYl_I21 iUPbgwIS79Rxy5KSyNyNn Scale = 1:11.4 Plate Offsets (Y Y)— f2:0-0-2,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Met YES W B 0.00 H0rz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 1116 Fr=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 l REACTIONS. (lb/size) 3=65/Mechanical, 2=240/043-0, 4=26IMechanical Max Horz 2=89(LC 12) Max Uplift 3=-68(LC 12), 2=-119(LC 8) Max Gray 3=65(LC 1), 2=240(LC 1), 4=52(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=1b) 2=119. Walter P. Finn PE No.22819 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2018 ,&WARNING-Veneydeeigeparemefersand READNOTES ON MSANDMCLUDWRM KNEFERANCEPAGEMX74"mr 1dD120159EFONE USE Design valid for use only with MITelr® connectors. This design Is based only upon parameters shown, and Is for an IndMtlual building component, not o thus system. Before use, the building designer must ved the applicabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of mdlvldual muss web and/or chord members only. Addinonol temporary and permanent bracing MiTek' Is always required for sfablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regcrding the fabtloaBpn, storage, del"ry, erection and bracing of tnsses and truss systems, seeANSI/IPI7 CualBy Criteria. DSB-89 and SCSI Building Component 6904 Perko East BNd. Safety mformartbrlavalloble from Truss Plate Institute, 218 N. We Street, Suite 312, Alexondrla. VA 21 14. Temps, FL 33610 Job True Truss Type cry ply T15459631 1589606-SYNERGY-HOW B� Jack -Open 2 1 Job Reference o tional ounuurs rise....., Pon Piece, FL 44V40 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:49 2018 Page 1 ID:gllBwLVNi6YkTT7fiBJBhFyw6EN.V6eFjVXdXIS66sal6?V_aEF7s? OcvNlfbiesuyNyNm -1-0-0 5-0.0 1-0.0 5-0.0 Scale=1:15.5 5x6 = ST1.5xe STP = 5-0-0 5.0-0 Plate Offsets (X,Y)-- (2:0-0-0 0-1-101 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(L-) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017rTP12014 Matrix-P Weight: 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical Max Hom 2=136(LC 12) Max Uplift 3=-131(LC 12), 2=-124(LC 8) Max Grav 3=146(LC 1), 2=319(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 3=131, 2=124. Walter P. Finn PE No.22839 MTek USA, Inc FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 31,2018 QWARNWG-V0dlydenignparamete®eOd REAONOMSOM MSANOWCLUDF MN KREFERANCEPAGEM&74nmv. 10N32015BEFOREUSE Design valid for use only with Mnek a connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not a truss system. Before use, the building designer must veafy me applicability of design parameters and properly Incorporate this design into the overall bulldingdesign. trading mdicatedLloprevent buckling ofhdMdualtruss web and/or chord members only. Additional temporory and permcnentbracmg MiTek' Is always required for statully and to prevent collapse with possible personal Injury and propeM damage, For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss Systems WeAliolil It GuaNmyy CdNM. DSII-09 antl WSI Building Component 6904 Parke East Blvd.Sabry b/0tmalbrwalloble from inrss Rate InsilkRe, 218N. Lee Street Suite 312 Alexandria. VA 22314, Tampa. FL 33610 Job Thus Truss Type Qly Ply T16459632 1589606-SYNERGY-HOW BW Jack -Open 32 1 Job Reference (optional) o=uae �r,eww,w, rvr, rrer.a, ra ovnra d.z IJ s va d 2U1d MI I ea Inauslnes, Inc. wea ucraT ua:lsal zuiu rage T ID:gllBwLVNi 6YkTT7fiBJBhFyw6EN-RUI78BZt3vigLAjBDQXSfIKtyoZn4ptb7vBimyNyNk 740.0 1.0.0 74.0 5x6 = 4 ST1.5xB STP = LOADING (psq SPACING- 2-0-0 CSI. DEFL in (loc) feel Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Verl(LL) 0.14 2-4 >552 240 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.20 2-4 >396 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Cade FBC2017/rP12014 Matrix-SH LUMBER - TOP CHORD 2k4'SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=206/Mechanical, 2=405/0-8-0, 4=81/Mechanical Max Hon: 2=182(LC 12) Max Uplift 3=-164(LC 12). 2=-139(LC 12) 'Max Gray, 3=206(LC 1), 2=405(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:21.7 PLATES GRIP MT20 2441190 Weight: 231b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Structural wood sheathing directly applied or 10-M oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15h; Cat. II; Eery C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-114 zone; cantilever left and tight ellposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for tress to truss connections. 5) Provide mechanical connection (by others) of Imss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=164, 2=139. Walter P. Rnn PE No.22839 Mt ek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING -V dIydeslgnpmametc..dREAD NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEM67473 nee IIA312015BEFOREUSE Design volld for use only with MIreIste connectors. This all Is based ody upon parameters shown, and Is for an Individual building component, not a taus system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Brocing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Addlfional temporary and bracing rs� permanent Is always requited for stability and to prevent collapse with possible persond Injury and properly damage. For general gultlance regarding the IVIiTOW fabrication, storage, delivery, erection and bracing of trusses and mass systems. seeANSVIp11 Qua Cdhda, DSB49 and 11101 Ituldklg Component 69M Parke East Blvd.SobN InlOrmatbnavailable from Truss %ate katlNte. 218 N. lee Street, Suite 31Z Alexantltla. VA P2314 Temps, FL net Job Truss Truss Type Oty Ply T15459633 1589606-SYNERGY-HOWLA 51 Monopitch Giber 1 1 Job Reference (optional) guilders Firstgource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MTek Industries, Inc. Wed Oct 31 08:13:49 2018 Page 1 ID:gII8 W LVNIBYkTr7fiBJBhFyw6EN.V6eFIIVXdXIS66sal67 V_aEFbf?uNwNlfblesuyNyNm 3x4 = 2.4 II Scale=1:15.5 ST1.Sxa STP = 5.0-0 4.11-15 Plate Offsets (X Y)-- I1:0-2-9 0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ved(LL) 0.04 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.06 1-3 >853 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(CT) 0.00 n1a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 23 lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=455/0-7-14,3=710/Mechanical Max Horz 1=117(LC 8) Max Uplift 1=-188(LC 8), 3=-3S4(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psC BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except OWb) 1=188, 3=354. 6) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-4-12 from the left end to 4-4-12 to connect truss(es) to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (3). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 1-3=-20 Concentrated Loads (fir) Vert: 4=.394(F) 5=-362(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 QWARNINO-VedlydeslgnparameW..dREADNOTES ON IRIS AND WCLVDEDMITEKREFERANCEPA0EM*74?3.e.. IOM2015BEFOREUSE. Design vdlltl for use only with Mrel� connectors. ibis design Is bosad only upon parameters shown, ontl o for on NdMtlual build component, not a truss system. Before use, the building tledgner must verlry Me appllcablll" desgn Parameters -nd properly Incorporate iNs design Info the overall bulltling design. Brodng lntllcofedhto prevent bucWing o/IntlNldualtnsssweb and/or chordmembersanly. Adtllaanal femporaryantl permanent bracing B always required for stabiliy ontl to prevent collapse wlm pos9ble personal l^lury ontl propeM damage. For general guidance regarding the MiTek' tobrlco6on etordge. tle'v erection ontl bracing dlfrUSaes and buss systems m.e S1)iP1I loudppttyy CmrrM, D3689 and BC51 faWdksp CompoMnl so ., Informttlbnwcllcble from Truss Plate Im"ute, 21a N. tee Sheet. 6una 312 Alexandria 22314. 69M Parke East Blvd. Tampa, FL 33610 VA Job Truss Truss ype ty ply T15459634 1589606-SYNERGY-HOWLAND EJ62 MonOpllch GlNer 1 2 Job Reference (optional) 4.5.0 e.22U a UC12U 201B N IeX Inausues, Inc. Wea Uq 31 U9:25:322015 Yage 1 ID:qll8wLVNI6YkTT7fjBJBhFyw6EN-Iou2oeRI_5WfzVfbMUgB1_snbNthgsPrJTVLI eyNyCn Ierllggt 3x4 = 2.4 It ST1.5x8 STP= Pb15m Scale = 1:14.5 Plate Offsets (X,Y)-- f 1:0-2-9 0-0-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in goc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(L-) 0.02 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.03 1-3 >999 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 n/a We BCDL 10.0 Code FBC20171TP12014 Matti Weight 451b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=471/0-8-0 (min. 0-1-8), 3=837/Mechanical Max Horz 1=117(LC 23) Max Upliftt>189(LC 8), 3=-412(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 5-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131 °x3') nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131'x3°) nails as follows: 2x6 - 2 rows staggered at 0-9-0 do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ri TCDL=4.2psf; BCDL=5.Ops1; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip Di1.60 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint 1 and 412 lb uplift at joint 3. 8) Use Simpson Strong -Tie HTU26 (20-10d Ginter, 11-1 Odx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-4-12 from the left end to 4-4-12 to connect truss(es) P2 (1 ply 2x4 SP), PI (1 ply 2x4 SP) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED' indicates 3-10d (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NOS guidlines. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 1-0=20 Concentrated Loads (Ib) Vert: 4=-100(F) 5=-399(B) 6=-402(F=-39, B=-362) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNWG- Vedrydealgpp4rameMrsend RE11NOTESON TNISANDMCLUDEDMREKREPERANCEPAGERM174".L .. 1411a4tDISBEFOREUSE. Design valid for use only win MReM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, the building designer must verify the oppllcobility, of design parameters and properly Incorporate this design into the overall bWtlingdeslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlfionaltemporaryandpermanentbrocing MiTek- is always required for Marry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding rare fobdcalior storage, delivery, erection and bracing of trusses and truss systems, seeAN5Urpll GuaBly CdMM, OSB-09 and IIf.SI Building Component 6904 Porte East Blvd. Infoanaibrxrvoa0ble from Truss Plate Institute. 218 N. Lee Street suite 312, Alexgntlrlo. VA 22314. Tampa, FL 33610 Job truss Truss Type Oly Ply T75459635 1589606,SYNERGY-HOW BIWI Jack -Open 5 1 Job Reference o tional aunaers nrstbowes, Yon t•rece, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:13:522018 Page 1 ID:qll8wLVNi6YkTT7fiBJ8hFyw6EN-vhlNLxaVgDggzKIKn72hCtt1 LCtSpG7ILZwITDyNyNj -1-0-0 3-40 7-0.0 1-D-B 3-a G 3 8 0 4 Y ST1.5x8 STIR = Scale a 1:21.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ve 1(LL) 0.32 3 >246 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Ven(CT) -0.29 3 >269 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.18 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-R Weight: 2516 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=181/Mechanical, 2=405/0-8-0, 5=106/Mechanical Max from 2=182(LC 12) Max Uplift 4=-127(LC 12), 2=139(LC 12), 5=-30(LC 12) Max Gmv 4=181(LC 1), 2=405(LC 1), 5=119(LC 3) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2)-1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 6-11-4 zone; cantilever left and tight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 5 except (jt=lb) 4=127, 2=139. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2018 Q WARNZNG-Verity Resign Parametersand READ NOTES ON TN/SANDINCLUDEDmI KREf RANCEPAGEM67Mmv. 10011O15 BEFORE USE. Design valid for use only Wth MRek®COnnectars. 71hltdedgn is based only upon parameters shown, and is for an Individual building component, not a hum system. Before use, the building designer must verify Me appllcablllN of design porameters and properly Incorporate this design Into Me overall budding design. Bracing Indicated is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing Is always real 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 passes and hum systems seeANSUIP11 Qua111y Crtltrda. DS049 and 8=1 burdMp Component Safety Informotbrgvalloble from Truss Plate Institute. 218 N. Lee Sheet, Surfer 31Z AlexandrkL VA 22314. ��• MiTek' 69M Parke East Blvd. Tampa, FL 33610 7 Job was I was I ype any Ply T15459636 1669606-SYNERGY-HOWLAND FG1 Rot Girder 1 �1 2 Job Reference (optional) r,orJource, on ".., IL y1aa0 ID:gllBwLVNi6Yx 8-02 12.3-0 23.8-14 8-0-2 4.2-14 11-5-14 5x8 = 2" 11 3x4 = 7x10 = 4.12 = 2x4 11 6820 a Ord 20 2018 MTek Industries, Inc. 7x10 = 2x4 II Scale =1:54.9 6e= 18 17 16 15 2x4 II 7x10 = 2.4 11 7x10 = 3.8 II 3x4 II 3x8 = 7x10 = Bx10 = 802 123-0 23.8-14 1 31-,- 8-0-2 4-1.14 11-5-14 9-0.2 Plate Offsets (X Y)-- [4:0-5-0 0-5-01 [5:0-4-12 0-1-81 17:0-5-0 0-0-81 f 13:0-5-0 0-4-81 f 16:0-5-0 0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.2012-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.32 12-13 >711 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Hori 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 417 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Sheathed or 5-9-10 oc purims, except end verticals. 4-7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except' 1-18,9-10,4-15:2x8 SP 240OF 2.0E 9-11,5-15,7-11,5-13,7-13:2x4 SP No.2 REACTIONS. All bearings 12-7-0 except (jt=length) 10=0-10-0. (Ib) - Max Uplift All uplift 100 lb or less at joint(s) except 18=-233(LC 4), 10= 1465(LC 4), 15=-2581(LC 4), 16=-136(LC 1). 17=-598(LC 4) Max Gray All reactions 2501b or less at joint(s) 16 except 18=736(LC 1), 10=3814(LC 1), 15=6520(LC 1), 17=1700(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 1-18=-723/261, 1-19=-246/591, 2-19=-246/591, 2-20=-246/591, 3-20=-246/591, 3-21=.719/1737,4-21=-719/1737,4-22=-2400/5B34,22-23=-2400/5834, 5-23=-2400/5834, 5-24=-7158/2964,6-24=-7158/2964,6-25=-715B/2964, 7-25=-7158/2964, 7-26=-6159/2472, 8-26=-6159/2472,8-27- 615912472, 9-27=-6159/2472, 9-10=-3610/1416 BOT CHORD 16-17>17377719, 15-16=-5125/2115, 14-15=-826/1998, 13-14=-826/1998, 12-13=-3489/8468,11-12=-0489/8468, 10-11=-215/578 WEBS 4-15=-3304/1330, 9-11=-2391/5911, 5-15- 8297/3418,8-11=-1207/528, 7-11=-2457/1082, 5-13=-2275/5492,6-13=-1250/594,7-13=-1394/559,4-16>1488/3612,1-17=-731/294, 3-16_ 1318/493, 2-17= 1698/678,3-17=-502/1215 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 do, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. Waller P. Finn PE No.23839 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will MTek USA Inc. FL Cart 6634 fit between the bottom chord and any other members. 6904 Parke East Blvd. Tampa FL 33BID 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 18, 1465 lb uplift at joint Date: 10, 2581 lb uplift at joint 15, 136 lb uplift at joint 16 and 598 lb uplift at joint 17. October 31,2018 Continued on pace 2 Q WARNING - Verify design Parameters end READ NOTES ON MIS AND INCLUDED M?EK REFEHANCE PAGE M&74M rev. 101,173142015 BEFORE USE. Design valid for use only with Mnek® connectors. this design is based only upon parameters shown end Is for an InOMdual building component, not a muss system. Before use, ire building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing hdlccted is to prevent bucking of indMduol truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabaity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, doWery, erection ontl bracing of trusses ontl muss systems seeAN$U1PIt Quc' Cdbdo, DSB419 and IICSI Balding Component Safety mformatbNvallable from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. MiTek' 69N Parke East Blvd. Tampa, FL 3381D Job Truss I russ I ype Qty P1y T16459636 1589606-SYNERGY-HOWL FG1 Flat Girder 1 �f 2 Job Reference o tional omm> nnnw,,.n, rvn new, rL.»ena e820 a U0202015 Well Industries, Inc. wed octal 09:26:05 2018 Page 2 NOTES- ID:gIIBwLVNi6Y MfiBJBhFyw6EN-hj4lMMuW93YH1 PWT2Jd6aMgVu13G_b4b4DFJZyNyCD 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 559 lb down and 202 lb up at 0-3-10, 614 Ito down and 248 Ito up at 2-0-12, 6141b down and 248 lb up at 4-0-12, 6141b down and 248 Its up at 6-0-12, 521 lb down and 195 lb up at 8-0-12, 521 lb down and 197 Its up at 10-0-12, 528 lb dawn and 203 Ile up at 11-8-12, 528 Ito down and 245 lb up at 13-8-12, 528 Its down and 252 lb up at 15-8-12, 528 Ib down and 261 Its up at 17-8-12, 528 Its down and 2681b up at 19-8-12, 528 Ito down and 273 Its up at 21-8-12, 528 to down and 270 lb up at 23-8-12, 528 Its down and 262 Its up at 25-8-12, 528 lb down and 255 lb up at 27-8-12, and 528 Ito down and 183 lb up at 29-8-12, and 1108 Ib down and 438 Ito up at 31-5-6 on top chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-9=-70, 10-18= 20 Concentrated Loads (lb) Vert: 1=-559 4=-528 9=-1108 8=-528 7=528 6=-528 3=-521 2=-614 19=-614 20=514 21=521 22= 528 23=-528 24= 528 25=-528 26=-528 27=-528 AWARNING-yedlydesrgnpsrdrtrelev;.dREADNOT£SON Mot AND INCLUDED 6fMEK REFERANCE PAGE M67473 rev.]eMif20158£FOREUSE. Design valid for use only with Mier connectors. This design 4 based only upon parameters shown. and Is for an IndNlduai building component. not ��- o truss system. Before use, Me bullding designer must verify the appliaablllty, of design Parameters and properly Incorporate this design Into the overall buliding design. Brocing Indicated is to prevent bucaing of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek- Is always required for stability and to prevent collapse with possible personal LQury and property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of Mussel; and truss systems, seeANSWIJ QUO'World. DSE-09 and BC81 BWdYIp Component 6904 Pada East Blvd.Satidy blformallonavo0oble from Truss Rate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22 14. Tampa, FL 33610 Job Truss Two Type Qly Ply T1545963] 1589606-SYNERGY-HOWLAND FG2 Flat Girder 1 2 Job Reference (optional ammers nrsrsour0a, eon Plece, FL 34e45 8.220 s Oct 202018 Wok lndustmo,Inc. Wed Od 3109:26:3421318 Pagel ID:gll8wLVNi6YkTT7liBJBhFyw6EN-wjeUpgBB09KsP00W Wnk93RLINmMgzva7WDC2yNyl 8-120-99 I 316-i-2t-3 193-.19158 233--89-.514 I 7-98-53 4-1 4-0-7 2F 39-- 303 Scale = 1:54.9 HTU26 5xB = HTU26 2.4 11 HTU26 3x6 = Bx12 = 4x12 = 2x4 11 7x10 = 2.4 11 Sx6 = 3.4 II axis = 7x10 = ST1.5xB STP= 2x4 11 7x10 = 2.4 11 7x10 = 3x8 11 6x8 = 8-2.9 72-3-019-11-8 23,1-14 27.6-3 31-9-0 4-4-1 &10-9. 4-0-] 3-77-3 3.9-5 &45 42.13 Plate Offsets(X,Y)-- f4:0-5-80-5-47 f5:0-4-120-1-87 f7:0.5-00-4.87 fl3:0.5-00-4-87 f15:0-4-00-3-81 f16:0-3-80-4-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 VerULL) 0.15 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.30 12-13 >762 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 HOR(CT) 0.03 10 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 4171b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" cc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 cc bracing: 16-17.15-16. 1-18,9-10,4-15: 2x8 SP 240OF 2.0E 9-11,5-15,7-11,5-13,7-13:2x4 SP No.2 REACTIONS. (lb/size) 18=1752/1-3-0 (min. 0-1-8), 10=3790/0-4-0 (min. 0-2-0), 15=71OR/0-e-0 (min. 0-4-3) Max Upliftl8= 63B(LC 4), 10=-1234(LC 4), 15=-2253(LC 4) FORCES. (Ib) - Max. Comp./Max Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 1-18=-1632/624, 1-19=-19351769, 2-19=-1935/769, 2-20=-19351769, 3-20=-1935(769, 3-21=-56/689,4-21=-56/689,4-22=-1854/6199,22-23=-1854/6199,5-23=-1854/6199, 5-24=-6849/1873,6-24=-6849/1873, 6-25=-6849/1873, 7-25- 6849/1873, 7-26=-6062/1768,8-26=-6062/1768,8-27=-6062/1768, 9-27=-6062/1768, 9-10= 3611/1208 BOT CHORD 17-18=-133/357, 16-17=689/56, 15-16=-5356/1561, 14-15=-454/1540, 13-14- 454/1540, 12-13=-2264/8183,11-12=-2264/8183, 10-11=-190/613 WEBS 4-15=-3930/1368,9-11=-1671/5773,5-15=8199/2445,8-11=-1182/458,7-11=-2257/527, 5-13=1510/5650,6-13=1299/386,7-13=-1420/416,4-16=-1604/4974,1-17=-672/1667, 3-16=-1851/656, 2-17- 1480/589, 3-17=-875/2784 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 638 lb uplift at joint 18, 12341b uplift at joint 10 and 2253 Ill uplift at joint 15. 8) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max starting at 2-0-12 from the left end to 6-0-12 to connect trusses) K13 (1 ply 2x4 SP) to front face of top chord. 9) Fill all nail holes where hanger is In contact with lumber. Continued on pace 2 Walter P. Firm PE No.22839 MTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING -Verily design parameters and READ NOTES ON TNIS AND IICLUDED All RUERANCE PAGE MIP74M ran. ipAa2015 BEFORE USE Design valld for use only with MSeW wnnectors. This design Is based only upon parameters shown and a for an Individual buading component, not a truss system. Before use, the building deygner must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bradng lnd1coted is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with posslble personal Injury and property, damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of humps and hum systems. seeANSVTPll Quol8y Ciliate, DS!-09 and SCSI Building Component 69N Parke East Blvd. Safety Informatbtgvallable from Truss Plate Institute, 21B N. Lee Street. Suite312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss rasa I ype Qty Ply T15459637 1589606-SYNERGY-HOWLAND F02 FIa1GINer 1 2 Job Reference (optional) Builders FirslSouma, Fon place, FL 34945 8.220 s Oct 202018 Mfl ek lndueMes, Inc. Wed Ocl 3109:26:342018 Page2 ID:qII8wLVNi6YkTT7fiBJBhFyw6EN-v4eUpgBB09Ks PO0V Wnk93RILNwsMgzva7WdC2yNyBp NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 5591b down and 202 lb up at 0-3-10, 521 lb down and 195 Ib up at 8-0-12, 521 lb down and 197 It, up at 10-0-12, 528 Ile down and 2031b up at 11-8-12, 528 Ito down and 245 lb up at 13-8-12, 528 go down and 221 Ile up at 15-8-12, 528 lb down and 183 lb up at 17-8-12, 528 lb down and 148lb up at 19-8-12, 528 lb down and 1421b up at 21-8-12, 528 lb down and 145 lb up at 23-8-12, 528 lb down and 1751b up at 25-8-12, 528 lb down and 211 Ito up at 27-8-12, and 528 Ito down and 214 lb up at 29-8-12, and 1124 lb down and 449lb up at 31-5-6 on top chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-70, 10-18=-20 Concentrated Loads (lb) Vert: 1=-559 4=-528 9=-1124 8=528 7=-528 6=-528 3=-521 2=-614(F) 19=-614(F) 20=-614(F) 21=-521 22=-528 23=-528 24=-528 25=-528 26=-528 27=-528 Q WARNWG-Verify deargn paramerem and READ NOTES ON THIS AND INCLUDED Al REFERANCE PAGE MX74M rev. faa310f5 BEFORE USE Design valid for use only with Mgek® connectors. this design a 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 the design Into the overall building design. Bracing Indicated is to prevent budding of lndMduol tmss web and/or chord members only. Additional temporary and permanent bracing MAW Is always required for stability and to prevent collapse with possible personal 9yury and property damage. For general guidance regarding the fabdcaflon, storage, delivery, erection and bracing of trusses and truss systems. seeANs ll QuolItltlyy CrBrrdo, Bill! and IICSI Building Component 69a4 Parke East Blvd.Sal�h InfoenalbrWoloblefram Truss Rate Institute. 218 N. Lee Street, Suite 312. Alawontlrla, VA 22314. Tampa, FL 33610 Jab TnLsa toss ype ty Ply T15459638 1589606SYNERGY-HOWLAND FG3 FWelder 1 2 Job Reference optional) cascara Valaboume, ton Fleas, I-L Mess 8P20 s Od 202018 NUTek Industries, Inc. Wed Oct 3109:27:072018 Pagel I D:q11BwLVNi6YkTT7fiBJ8hFyw6EN-T38yk7auclUAs5QsOMT?OIOOgl7bihm9171eyNy131 4-7-12 8-11-12 13.7-0 4-7-12 43-0 4-74 0- -B Scale: l2'=1' Sx6 II 5x6 II 3x6 = 2.4 II 3x4 = 3x6 = 1 11 12 2 13 3 14 15 4 4 W 6 35 7 63x4= 36 Sa8- - _ ry 9 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 10 LOADS IMPOSED BY SUPPORTS (BEARINGS). Plate Offsets(X.Y)-- 19:0-1-00-2-81110:0-1-00-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.31 Vert(LL) 0.07 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 VerrCT) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.46 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 146 In FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-9,4-10: 2x6 SP No.2 REACTIONS. (lb/size) 9=1143/0-M (min. 0-1-8). 10=115910-3-0 (min. 0-1-8) Max Uplift9=434(LC 4), 10=-445(LC 4) BRACING - TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 8-9=-1143/434, 1-8=-1080/445, 1-11=-2495/973, 11-12=-2495/973, 2-12= 2495/973, 2-13=-2495/973, 3-13=-2495/973,3-14=-2486/949,14-15=-2486/949,4-15=-2486/949, 5-10=-11591445, 4-5=-1096/457 BOTCHORD 6-7=-949/2486 WEBS 4-6= 929/2429, 1-7= 953/2434, 3.6=-652/330, 2-7=658/347 NOTES- 1) 2-ply truss to be connected togetherwith told (0.131'xT°) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4341b uplift at joint 9 and 445 lb uplift at joint 10. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 lb down and 85 lb up at 0-10-12. 157 Its down and 981b up at 2-10-12. 157 Is down and 112 lb up at 4-10-12, 157 Ito down and 104 It, up at 6-10-12, 157 lb down and 91 Its up at 8-10-12, and 1531b down and 901b up at 10-10-12, and 173 Ito down and 102 Ill, up at 12-10-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on came 2 Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: October 31,2018 Q WARNWG-Vents, drill.personate. and BEAD NOTES ON MIS AND NCLUDED MITEK REFERANCE PAGE NIL747a rev. I&Dcaols BEFORE USE Design valid for use only with Mlek® connection. 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 buidIngdeslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Addl9enal temporary and permanent bracing Wek' Is always required for stablllty and to prevent collapse with possible personal nlury and property damage. For general guidance regarding the Safety 2211Cdbtlo. D9849 and BC31 I1uBdhp Component Tampa, FL 33610�d lnfonnatbrlwoil lefrorm Tnrss Plate Institute,218 N. LeeSeet.Sie312. NexantlRrlal. VA Job Truss Truism I ype Ply fly T16459838 1589606-SYNERGY FG3 Flat Girder i 2 Job Reference (optional) Bwicere HrslSparce, Fart Piece, FL 34945 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 5-8=-20 Concentrated Loads (lb) Vert: 3=-1572=-15711=-16512_ 15713=-15714=-15315=-173 6220 s Od 202018 MBek Industries, Inc. Wed Obi 31 09:27:08 2018 Page 2 ID:gllBwLVNi6ykTT7fiBJBhFyw6EN-xGiKySbWNbc1 UF72 fOiyErBm4eMK9xvOPIOP4yNyBR Q WARNWG-Verify dodge parameters end READ NOT ES ON MIS AND INCLUDED MrEK REFERANCE PAGE UX74M rev. 1oTallfi 15 BEFORE USE Design valid for use only with MITek® connectors. this design Is based only upon parameters shown, and Is for an me lAdual building component, not a truss system. Before use, the burning designer must verify the applicability of design parameters and properly Incorporate this design hire the overall bulldmgdeslgn. Bracing Indicated Is to prevere buckiing of lndMdual truneeb and/or chord members only. Additlonal temporary and pertoanembmcing Is always lectured for stability and to prevent collapse with possible personal trrlury antl property damage. For general guidance regarding the fabrication storage, calNery, erection and bracing of trusses and truss systems seeANSI/Mill Cua�. Criteria, DSO-59 and 001 Belong Component Sobfy, N/ormo6orpvo0oble from Truss Plate Institute, 218 N. lee Street. Suite 312. Alexandria, VA P2314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss cuss Type ply ply T15459639 15896065YNERGY-HOWLAND GOI Half Hip Giber 1 2 Job Reference (optional) on Place, FL M945 8.220 s Oct 20 2018 MiTek Ind..M.s. Iec. Wed Old 31 09:28:062018 Page 1 ID:g118wLVNi6YkTT7tiBJBhFyw6EN.EGCG71IvjOwoR9RBNgRluSF4tSPpvMOSkRoVRjyNyAN — 5-9-0 k 12.2-0 5-9-0 6-5.0 Scala-1:22.9 Sx8 = 3x4 II ST7.5xB STP= 3411 "" _ n1'0 n.o<e 4x12= 3x6 = Plate Oftsets(X,Y)-- t3:0-5-12,0-2-81[6:0-4-40-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Ven(LL) 0.10 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.17 5-6 >816 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.59 HOr2(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix-SH Weight: 1351b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x6 SPM 26 WEBS 2x4 SP No.3*Except* 4-5: 2x8 SP 2400F 2.0E REACTIONS. (Ib/si2e) 5=3434/Mechanical, 2=1744/0-e-0 (min. 0-1-8) Max Ho¢2=154(LC 23) Max Uplift5=-1426(LC 5). 2= 730(LC 4) BRACING - TOP CHORD Sheathed or 6-0-0 oc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-0974/1636, 3-4=613/262 BOT CHORD 2-6=-1525/3530, 6-7=-15B4/3678, 7-8= 1584/3678, 8-9=-1584/3678, 5-9=-1584/3678 WEBS 3-6=-1015/2504,3-5=-3306/1428 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; Cat. II; E1p C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber D0L=1.60 plate grip DOL=1.60 4) Provide, adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s).for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14261b uplift at joint 5 and 730 lb uplift at joint 2. 9) Use Simpson Strong -Tie HHUS26-2 (14-10d Girder, 4-10d Truss) or equivalent at 7-1-8 from the left end to connect truss(es) B04 (2 ply 2x6 SP) to front face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left and to 11-0-12 to connect truss(es) B03 (1 ply 2x4 SP), B02 (1 ply 2x4 SP) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 Walter P. Finn PE No32839 MiTek USA Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 31.2018 A WARNING - WIRY dregs Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 14LLI413 mv. 10=015 BEFORE USE Design valid for use only with Mlreoio connectors. This design is based only upon parameters shown, and is for an indlvltlual building component not �'• a truss system. Before use, the building designer must verify the opolcoblliry of design parameters and properly Incorporate this design Into the overall bulldingdedgn. Bracing Indicated is to prevent buckling oflncMdualtruss web and/or chord members only. Addinonaltempororyandpevoanentbraoing MiTek- a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erectlon antl bracing of trusses and truss systems. seeANSVIPII Quality Citl D53149 and BCSI Building Component 69N Parke East Blvd. Sabfy hrformalbrravoiloble hem Truss Plots InskMe, 218 N. Lea Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Iruss lype ty Ply T15459639 158960fi-SYNERGY-HOWLAND GO1 Halt Hip Glider 1 �1 J bR f (optional) Fort Piece, FL34945 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5— 20 Concentrated Loads (Ib) Vert: 7=-1922(F)8=-1066(F) 9=-1056(F) 8.220 s Oct 20 2018 Mrek Industries, Inc. Wed Bell 31 09:28:062018 Page 2 I D:q11BwLVNi6YkTr7fiBJBhFyw6EN-EOCG711vi0woFi9RBNgRluSF4tSPpvMOSkRoVRjyNyAN Q WARNWG-Vef/ydeslgnpamarefersandBEADNOTES ON TN/SANOMCLUD£DMNEKREFEBANCEPAGEMD74TJrev- faTY[m5BEF0AEUSE Design valid for use only with MUM connectors, fits design Is banned only upon parameters shown, and Is for an IndNldual bullding component, not a truss system. Before use, the beloing designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and branding of busses and Muss systems, SeeAN5UIP11 Quality Cmnb, DSB-69 and BCSI Bolding Component SaM11y Wormelbrlwallable from Truss Plate InsBNte. 218 N. Lee Sheet Suite 312, Alexandrla, VA 22314. M)Tek' 6904 Parke East Blvd. Tempa, FL 33610 Job Truss Truss Type Oty Ply T75459640 1589606-SYNERGY-HOW BD2 Common 2 1 Jab Reference a tional ounaers Ylrslbource, Yon niece, YL:14V4b 8.220 s Oct 6 2018 MTek Industries, Inc. Wed Oct 31 08:14:00 2018 Scale: 1t2-=1' 4x6 = STI.5x8 STP = 2.4 11 3.8 II 5x6 = Plate Offsets (X,Y)-- r5:0-6-5 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0.07 2-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Veri -0.10 2-6 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.10 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 5016 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-11-14 REACTIONS. (lb/size) 5=51511viechanical,2=6240" Max Herz 2=71(LC 16) Max Uplift 5=-175(LC 13), 2=-235(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=747/619,.3-5=-736/640 BOT CHORD 2-6=-405/593, 5-6=405/593 WEBS 3-6=-17/266 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc pudins. BOT CHORD Structural wood sheathing directly applied or 7-11-7 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-5-0. Exterior(2) 6-5-0 to 11-11-0 zone; cantilever left and right exposer) for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 5 and 2351b uplift at joint 2. Waiter P. Finn PE NoIH39 MTek USA, Inc. FL Cod 6834 6904 Padre East Blvd. Tampa FL 33610 Date: October 31,2018 Q WABNOIG-Valrydesl9nparamefera.dREAONOTES ONMISANOUICLUOEOMREKREFENANCEPAGEM67MMV.. rG0N201SBEFOBEUSE Design valid for use only will Miele® connectors. This design is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use, me building designer must verify the Gpplleatiety of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collapse with possible personal hJury and property damage. For general guidance regarding the fol lcatlon storage, delivery, erection and bracing of lessen and truss systems, seeAN$URll Quality CrBnb, D35419 and SCSI Building Component Sa1�M h/armalbnwolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexondrlo, VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 7 Job Truss Tnus Type Oty Ply T75459841 1589606-SYNERGY-HOW BD3 Roof Special 1 1 Job Reference (optional) Builders FirsiSource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:01 2018 Page 1 ID:gllBwLVNi6YkTT/fiBJBhFyw6EN-BOMnEcgBi_zPYiU3p Wjo3mig2gxe01 4OTcHHCyNyNa -1-0-0 6-5-0 9.2-0 11-11-0 1.0-0 3-8 0 2-9-0 2.9-0 2-9-0 4x6 = ST1.5x8 STP = 3x4 II 3x4 II 3x6 11 5x6 = 3-8-0 fi-5-0 2N 11-11-0 3-8-0 2-9-0 2-9-0 Scale-1:24.4 Plate Offsets (X Y)-- U:0-4-5,0-0-11 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.07 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.1010-11 >999 180 SCLL 0.0 ' Rep Stress Incr YES W B 0.15 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 58 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-7-10 REACTIONS. (lb/size) 7=515/Mechanical, 2=624/0-8-0 Max Hom 2=71(LC 16) Max Uplift 7=-175(LC 13), 2=-235(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-889(/8B, 3-4=-820!/45, 4-5=-8091741, 5-7=-804f705 BOT CHORD 2-12=-605/729, 10-11— 944/1154, 9-10= 817/1024, 7-8=-487/613 WEBS 3-10=-485/508,4-10=-308/391, 5-10=-337/385 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Stmctural wood sheathing directly applied or 5-11-4 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-11 to 4-11-5, Intedor(1) 4-11-5 to 6-5-0, Exterior(2) 6-5-0 to 11-11-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1751b uplift at joint 7 and 2351b uplift at joint 2. Walter P. Finn PE No.22839 fdiTek USA Inc. FL Cad 6634 SSU Parke East Blvd. Tampa FL 33810 Date: October 31,2018 Job Truss Truss Type Oty Ply T15459642 1589606-SYNERGY-HC Hip 1 7 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:02 201 B Page 1 ID:q11BwLVNi6YkTT7fiBJ8hFyw6EN.dcw9SyhmTH5GAs3FNEE1 czHreEHv9m?Df7LgpeyNyNZ 3-8-0 5-4.0 7-6.0 I 11-11.0 , 1.0-0 3-8-0 - 1-8.0 2-2-0 2-9-0 4x6 = 4x6 = 1s 4 ST1.SxB STP = Jxe 11 Jza 11 axis II 5x6 = Scale=1:21.7 3202 5.-84 72E.01 I 2,1-2' 121-90-0 1 Plate Offsets (X Y)- 18:0-4-5 0-0-11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.07 12-13 >999 240 _ MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.0912-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 56 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 1-7-10 REACTIONS. (lb/size) 8=515/Mechanical, 2=624/0-8-0 Max Horz 2=61(LC 16) Max Uplift 8=-164(LC 13), 2=-232(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Structural wood sheathing directly applied or 6-1-15 oc bracing. FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-886f758, 3-4=-925/834, 4-5=-848/813, 5-6=-913/826, 6-8=-800/689 BOT CHORD 2-14=-5741726, 12-13= 872/1120, 11-12=-578/848, 10-11=-749/974, 8-9=-471/607 WEBS 3-12=858/343 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-11 to 4-11-5, Interior(i) 4-11-5 to 5-4-0. Extedor(2) 5-4-0 to 11-11-0 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottomchord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 8 and 232 lb uplift at joint 2. Wafter P. Rnn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: October 31,2018 QWARN/NG- Vedlydeess pammelen and RISID NOTES ON THISAND INCLUDED MITEKREMsAINCE PAGEMBJ473 rev. 10IM42715BEFOREUSE. Deslgn valltl for use only Wh MBeId) connectors. This deslgn Is based only upon parameters shown, and Is for an Individual building component, not ��- a true system. Before use, the building designer must verify the cppllcobalty of design parameters and properly Incorporate hls design Into the overall building design. Bracing lndlcoted is to prevent buckling of Indidual truss web and/or chord members only. Adstronal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wlh possible personal Injury and properly damage. For general guidance regarding the fcbdcaflon, storage, delNery, erection and bracing of busses and tNss systems, seeANSVIP11 QualMy, Cristo. DSB49 antl SCSI luill Component 6904 Parko East Blvd. Sobly hformatbrrwoiloble ham truss Plata Institute. 218 N. Lee Sheet Suite312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T15459643 1689606-SYNERGY-HOW 605 Hip 1 1 Job Reference (optional) ounuers nrslaource, Yen rlece, FL d4945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:03 2018 Page 1 1 D:qIl8wLVNi6YkT17fiBJ8hFyw6EN-50UXfliPEbD7nOeRvndG8Bgl EehmC9Mtn5OM4yNyNY -1-0.0 3-4-0 8- 6-5-0 _ 9-2-0 S 12-10-0 13-10-0 1-B-0 3.4-0 4 2-9-0 2.9-0 41 Scale = 1:24.9 6x8 = 2x4 II 6x8 = 5.00 12 3 4 5 Sx6 = 5x6 = 3 6.5.0 9-2-0 12-810.0 3Z20 2-9-0 Plate Offsets KY)— r3:0-4-0 0-2-21 r5:0-4-0 0-2-21 r10:0-3-4 0-1-81 rl2:0-3-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.29 Vert(LL) 0.08 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL' 1.25 BC 0.49 Vert(CT) -0.12 11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) 0.07 6 n1a We BCDL 10.0 Code FBC20177TPI2014 Matrix-SH Weight: 64 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 3-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-145-8: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=656/0-8-0, 6=656/0-8-0 Max Horz 2=36(LC 12) Max Uplift 2=-265(LC 8), 6=-265(LC 9) FORCES. (lb) - Max..CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-2l=-9611727, 3-4=-1895/1475, 4-5=-1895/1475, 5-6 961/727 BOT CHORD 2-14=-518/800, 11-12=-976/1492, 10-11=-1004/1492, 6-8=-534/800 WEBS 3-11=-349/452, 5-11=348/452 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc pudins. BOT CHORD Structural wood sheathing directly applied or 5-10-9 oc bracing. Except: 10-0-0 oc bracing: 12-14, 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 265 lb uplift at joint and 265 Ito uplift at joint 6. Walter P. Finn PE No.II639 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING- VedfydeslgnparameMmand READNOTESONMSANDMCLUDEDMREKREFERANCEPAGEMIP74M ev. 101xa2o15BEFOREUSE Design valid for use only with MRelaas connectors. Tels design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use. Me bulltling designer must verity the applicability of design parameters and propeey Incorporate this di Into the overall building d ign. Bracing Indicated is to prevent buckling of Individual nuns web and/or chord members only. Additional temporary and peononentbracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery; erection and bracing of trusses and truss systems, seeANSUIPII Cualky Cdl DSB49 and BC51 Building Component 6904 Parke East Blvd. Safely Inlarmalbmvoi able from Truss Plate Inatllufe. 218 N. Lee Street Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T15459644 1589606-SYNERGY-HOW BO6 Roof Special Girder 1 1 �J.b ' Reference (optional) dunaers rirsfdource, roa riece, rL 34114b 6T2USUM 62U16MIlexlnaustnes,Inc. Wea Uc1310d:14:U52Uld ID:gllBwLVNi6YkTT7fi BJShFyw6EN-1 Bcl4zkfmCTg1 Kog2MnkEcvNPRGNM51fL5aU0', 46 = 5 Scale = 1:25.3 NAILED 5.00 F12 4x6 = 5x6 = Sxfi = 4x6 = 3 6 NAILED 2 6 9 l014 �g. s 6 14 13 12 11 10 g If ST1.5x8 STP = 3.6 II 2.4 11 5x8 = 2x4 I 3x6 II ST1.5xB STP = 3x4 = NAILED NAILED 3x4 1-4-0 3-8-0 6-5-0 9-2-0 11-6.0 12-10.0 1-4-0 2-4-0 f 2.8-0 2-9-0 2.4-0 1-4-0 LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.11 12-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 VerUC'T)-0.2112-13 >694 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.21 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mal Weight: 56 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 8-10-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=55510-8-0, 8=555/0-8-0 Max Horz 2=-44(LC 13) Max Uplift 2=-229(LC 4), 8=-229(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1191/404, 3-4=-1086/381, 4-5=-1007/328, 5-6=-1007/328, 6-7=-1086/383, 7-8= 11911405 BOT CHORD 2-14=-342/975, 13-14= 372/1086, 12-13=-405/1160,11-12=-363/1160, 10-11=-330/1086, 8-10=-300/975 WEBS 3-14= 157/562,4-13=-370/165, 4-12=-313/157, 5-12=-113/468, 6-12=-314/159, 6-11=-370/164,7-10=-158/562 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=S.Opsf; h=15f; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope); cantilever left and light exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2291b uplift at joint 2 and 229lb uplift at joint 8. 7) "NAILED' indicates 3-10d(0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NOS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-70, 3-4=-70, 4-5=-70, 543=-70, e-7=-70, 7-9= 70, 2-8=-20 Concentrated Loads (lb) Vert: 3=90(F) 7=90(F) Walter P. Fnn PE No.22819 Milrek USA, Inc. FL Curt 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 QWARNING- Veftefeegnparemefersand READNOTES ON TNISANDINCLUDWMDEKREFERANCEPAGEM614M..l Y1aISBEFOREUSE Design valid for use only with MBea connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verily me cppllcablllfy of design parometers and properly Incorporate this design Into the overall buliding design. Bracing Indicated Is to prevent buckling of Individual tram web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personol Injury and property damage, For general guidance regarding the fobrlcotlon, storage, delivery, erection and bracing of trusses and M. systems seeANSUD'll Gupply Cd eda. DS549 and BCSI Ifilding Component 6904 Parke East Blvd. Safety mfoenationavailoble from Truss Plate Instil 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T75459645 1589606-SYNERGY-HOW HIM Diagonal Hip Girder 2 1 Job Reference (optional) aunaers rirsuSource, ran rlece, rL a4e4b 2x4 = 8.220 a Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:06 2018 Page 1 ID:qllewLVNi6YkTT7fiBJ8hFyw6EN-VN9glJkHXW bheUNOc4lampSZ7rgl5bapalJ2yPyNyNV LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ve art -0.00 2 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Ven(CT) -0.00 24 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-41/Mechanical, 2=219/0-10-15, 4=17/Mechanical Max Harz 2=61(LC 4) Max Uplift 3=-110(LC 19), 2— 178(LC 4) Max Gmv 3=128(LC 22), 2=219(LC 1), 4=34(LC 3) FORCES. (Ib) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-14 oc punins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.OpsY h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 It, uplift at joint 3 and 178 It, uplift at joint 2. 6) "NAILED' indicates 3-10d IDA48'x3') or2-12d (0. 148'x3.25') toe -nails per NDS guldlines. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1 -3= 70, 24=-20 Concentrated Loads (lb) Vert: 5=68(F=34, 8=34) Walter P. Finn PE No.22839 MiTek USA, Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date; October 31,2018 Q WARNING-VedlTdesl9np...1vrsend REAGNOTES ON MXANDMCLUDEOM?EKREFERANCEPAGEMIF7MY v. 10p 0156EFOHE USE Design valitl for use only with MBeI� connectors. fils tledgn Is basetl only upon parameters shown, antl Is for an Intlivitlual building componentnot O buss system. Before use, fhe bulltling dadgner musty-rlly the oppil.abllity of tleslgn paramat-r9 antl properly Incorporate thb tlesign Info the ov-roll bu3tling design.&adngintlicafetl isbprevent bucWhg of Individual buss web and/or chord membersonly. Atltlmona temporary antl permanent brochg MiTek' Is always requlr-tl for stabI antl to prevent -.,lops-with possible personal'IF antl prop-M tlamoge. Far general guidance regarding Me lobrlcanon sf.mga, tlelNery. erection and bracing of trusses antl buss systems, seeANSI/IPII Cualdv CReM, GSBA9 and ICSI luldbp ComponMf 6904 Padre Eest BNd. Sed tnfomsatbmvo, ie hom Truss Plate Insnge, 218 N. Lee Sheet Suk.312. Alex.n do, VA 22 14, Tampa. FL 33610 Job Truss Thus Type city Ply T15459646 1589606-SYNERGY-HOW pJ@3 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL34945 2x4 = 8.220 a Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:07 2018 Page 1 ID:gll8wLVNi6YkMfiBIBhFyw6EN.zZi2VfivldYGdyCgngCJ1 7hHF8ag2gyoP3bVryNyNU LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vital Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ve all -0.01 2-4 >999 240 TCDL 16.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Horz(CT) -0.00 3 1 n/a BCDL 10.0 Code FBC2017/TPI2014 Mami LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=75/Mechanical, 2=255/0-10-15, 4=38/Mechanical Max Horz 2=99(LC 4) Max Uplift 3=-62(LC 8), 2=-147(LC 4) Max Grav 3=78(LC 35), 2=255(LC 1), 4=76(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. Scale = 1:11.2 PLATES GRIP MT20 244/190 Weight: 15lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-2-3 oc puffins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BICDL=S.Opsf; h=1Sit; Cat. II; Eoqp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 3 and 147 lb uplift at joint 2. 6)'NAILED" indicates 3-10d (0.148'4°) or 2-12d (0.148'x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 2-4= 20 Concentrated Loads (lb) Vert: 5=98(F=49, B=49) Wafter P. Finn PE Ni MTek USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 AWARNING -Ve1aydealSnpemmetersendREAONOTESONTN/SANOWCLUOEDMREKREFERANCEPAGEMIP7473ne.IGN3Q015BEFORE USE. Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an IndNiduol bu0tling component, not o truss system. Before use, ire bulaing designer must verify the applicability of deslgn parameters and properly Incorporate this design Into the overall bullong design, Bracing Indicated a to prevent buckling of lndlvldual Was web and/or chord members only. Additional temporary and permanent bracing WOW Is oiwoysrequlred for stability and to prevent collapse with possible personal h7ury and property damage. For general guidance regarding the fabrication, storage. delNery. erection and bracing of trusses and truss systems. seeANSVrPII Quo' Cmedp, DS!-59 and SCSI Building Compan9nf 6904 Padre East Blvd. Salary Inrormvlbtwoaoble Truss inPlate ImtlMe, 218 N. Lee Sheet, 6ude 312. Aleaondrio. VA 22 14. Tampa, FL 33610 Job Truss Truss Type cry Ply T15459647 1589606-SYNERGY-HOWLA 4 Diagonal Hip Girder 1 1 Job Reference (optional) Guilders Firstsource, Fort Place, FL 34945 2x4 - 8.220 a Oct 6 2018 MTek Industries, Inc. Wed Oct 31 08714:08 2018 Page l I D:gll8wLVN16VkTT7fi&18hFyw6EN-RmHOi?mX37rPur,XPiULSrEXgwfPNZV4513o911yNyNT Scale = 1:15.6 6-2.3 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (toe) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vem(LL) -0.07 24 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Ver(C17 -0.13 24 >516 180 BCLL 0.0 ' Rep Stress Mor NO WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 211Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=325/0-10-15, 4=58M1echanical Max Horz 2=132(LC 4) Max Uplift 3=-132(LC 8), 2=-160(LC 4) Max Grav 3=165(LC 1), 2=325(LC 1), 4=116(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (I s) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132111 uplift at joint 3 and 160lb uplift at joint 2. 6) 'NAILED" indicates 3-1 Od (0.148'x3") or 2-12d (0.148'x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=98(F=49, B=49) Walter P. Finn PE NoINS9 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING- Yedfydesrgoparanretenand NEAD NOTES ON THIS AND INCLUDED M?EKNEFENANCE PAGE AGXMMrev. 16NV2015 BEFORE USE Design valid for use only with MTek® connectors. Mis design 6 based only upon parameters shown and Is for an Individual building component, not Ni a truss system. Before use, me budding designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into me overall bulldingdeslgn. Bracing Indicated Isto prevent buckling oflndMdual trusseb and/or chord members only. Additional temporary and permanent bracing Wek' Is always required for stabatiy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of Musses and Muss systems, seeANSVIPIT Quality CmMo, PS349 and SCSI Building Component Safety Nformalloncivallable from Truss Hate 218 N. Street Suite 312. Alexandra VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Institute, Lee Job Truss Truss Type Oty Ply T15459648 1589606-SYNERGY-HOW ldQ5 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fork Pierce, FL 34945 6.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:10 2018 3x4 = Scale = 1:16.9 l7 . I 7-0.2 LOADING (psQ SPACING- 2-0-0 C51. DEFL. in (too) Weil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.08 2-4 >974 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.17 2-4 >456 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 241b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural Wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=192/Mechanical, 2=357/0-10-15, 4=73/Mechanical Max Hou 2=145(LC 4) Max Uplift 3=-140(LC 8), 2=-169(LC 4) Max Grav 3=192(LC 1), 2=357(LC 1).4=119(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140lb uplift at joint 3 and 169 Ib uplift at joint 2. 6)'NAILED' indicates 3-10d (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=98(F=49, B=49) Walter P. Finn PE No.22839 MTak USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING -VeN/ydeslgn Paremetersand READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGEMIF1473rev. 1G=snSBEFORE USE Design valid for use only with MOekO connectors. This dedgn Is based only upon parameters Shown, and Is for an Indlvldual Welding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this deslgn Into the overall building design. Bracing lncicated is to prevent bucWing of lndvidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Imbrication, storage, dellvery erection and bracing of musses and buss systems. seeANSVrP11 Cuo®v CdteM. OSE-89 and BCS1 Buldhp Component 6904 Parke East Blvd. Safety Nfo rnationavoaoble from Truss Plate Institute. 218 N. lee Street, Surta 312. Alexontlri¢ VA 22 14. Tampa. FL 33610 Jab Truss Truss Type 0ty Ply I T15459649 1589606-SYNERGY-HOW N017 Diagonal Hip Girder 4 1 Job Reference (optional) builders Flrstbource, Fort Piece, FL 34945 8.220 a Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:11 2018 Page 1 I D:gIIBwLVNi6YkMfi BJ8hFyw6EN-sLxZL1 oOL2D_IFF_Odu9Tt9Lts0amm6Yj01 pecyNyNO -0-5-0 5-0-1 9.10-1 1-5-0 5-0-1 I 410-0 Scale = 1:21.4 3x4 - NAILED �.. NAILED 6 a 30 = 5.0.1 4.10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Mar NO We 0.43 Hon(CT) 0.01 6 Na We _ BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 9-0-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical, 2=512/0-11-5, 6=326/Mechanical Max Harz 2=192(LC 4) Max Uplift 4=-146(LC 4), 2=-237(LC 4), 6=-123(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-850/334 BOTCHORD 2-7=-418,783, 6-7=-418/783 WEBS 3-7=0/262, 3-6=-828/441 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1461b uplift at joint 4, 237 In uplift at joint 2 and 123 lb uplift at joint 6. 6) "NAILED" indicates 3-10d (0.148"x3") or2-12d (0.148")0.25') toe -nails per NOS guidlines. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=98(F=49, B=49) 10=-95(F=-47, B=-47) 12= 36(F=18, B=-18) Walter P. Finn PE No.22839 MRek USA Inc. FL Con 8834 6904 Parke East Blvd. Tampa FL 33810 Data: October 31,2018 QWARNWG-VerilyEeslgnpanameW..dREADNOTESONTNISANDWCLUDMWEKREFERANCEPAGEM674mJ ,le 015BEFOREUSE. Dedgn valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is for an Individual bustling component, not a hors system. Before use, me building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of Individual inns web and/or chord members only. Addlional temporary and permanent bracing MiTek' Is always required far stolorhy, and to prevent collapse With passible personal Injury and property damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANS17R11 CVaIB9 CMnlo, OSB49 and BCSI Building Component 6904 Parke East Blvd. Safely Informafbnavallable from Truss Flute Institute, 218 N. Lee Street, Suite 312. Alexontltla, VA 22 14. Tampa. FL 33610 Job Truss Thus Type Oty Ply T1545965D 1589606-SYNERGY-HOW MD41 Diagonal Hip Girder 2 7 Job Reference (optional) cuuaers nrsaource, tort rrece, tL 3494b 8.220 s Oct 62018 MiTek Industries, Inc. Wed Oct 31 O8:14:09 2018 Page 1 ID:qIIBwLVNi6YkTT75&IBhFyw6EN-wyrpwLn9gRzGVxSbHCshOS44i3gRlyKFGiYZkyNyNS Scale. 1:11.2 2.4 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vall (CL) -0.02 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.03 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO We 0.00 Hoa(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 15 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-2-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=109/Mechanical, 2=273/1-9-14, 4=41/Mechanical Max Harz 2=99(LC 22) Max Uplift 3=-85(LC 8). 2=-162(LC 4) Max Grav 3=109(LC 1), 2=273(LC 1), 4=82(LC 3) FORCES. (I s) -Max Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 851b uplift at joint 3 and 1621b uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 351b down and 24 lb up at 1-5-0, and 103 Ib down and 115 lb up at 1-5-0 on top chord. The desigr/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 2-4=-20 Concentrated Loads (lb) Vert: 5=49(F) Walter P. Ftnn PE No32839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 O WARNING - Ver/fydaega pararnoM. and READ NOTES ON TNLSAND INCLUDED MREKREFERANCEPAGEMII-74M rev. M1134M1SBEFORE USE. Dedgn valid for use only with MrekO connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a trust system. Before use, the building designer must verify the oppllcabYlty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual muss web and/or chord members only. Addironcl temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabricafil storage, delivery, erection and bracing of muses and muss systems. seeANSVrPl1 Quail creed. DSB49 and SCSI Building Companont Safety Urfomratbmyoiioble mTrust Pl from ate Institute, 218 N. Lee Steel, Suite 312, Alexontlrio. VA 22314. ��- MiTek' 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T15459651 1589606-SYNERGY-HOW ND1 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 3x6 i 5x8 = 5.00 12 8.220 s Oct 6 2018 MiTek Inc. Wed Oct 31 08:14:12 2018 c II 5x6 axe 5-3-8 6-9-8 13-7-0 5-3-e 1-61 1 6.9.8 f� Scale = 1:36.2 Plate Offsets (X Y)— 17:0-2-12 0-2-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) -0.08 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.18 7-8 >904 180 BCLL 0.0 ' Rep Stress Incr YES We 0.80 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 87 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 10=598/0-3-0, 7=598/0-3-0 Max Horz 10=-29(LC 17) Max Uplift 10=-186(LC 12), 7=-217(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-10=-5651453, 2-3=-694/525, 2-4=-618/441, 4-5=-956/693 BOT CHORD 8-9=-436/606, 7-8=-662/862 WEBS 5-7=-1017/801, 3-9=-335/536,4-9=-287/260, 4-8=-424/637 Structural wood sheathing directly applied or 5-11-6 oc pudins, except end verticals. Structural wood sheathing directly applied or 7-1-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Cpsf; h=15tt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 1-10-15, Interior(1) 1-10-15 to 5-3-8, Exterior(2) 5-3-8 to 8-8-6, Interior(1) 8-8-6 to 13-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 10 and 217 lb uplift at joint 7. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top andfor bottom chord. Walter P. Rnn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33BIO Date: October 31,2018 Job Thus Truss Type only Ply T75459652 1589606-SYNERGY-HOW N@ Roof Spedal 1 i Job Reference (optiana0 ommers rrsraaunre, ran race. VL 4494b B.ZZU s UCI 6 eUTt1 MI I ex InGllsmes. Inc. we0 VCt 3l Vda9:1J eultl rage l 3x6 = 2x4 II 1 B 9 2 5x6 = 5.00 12 Scale: 3/8'=l' 3 3.6 II 5x6 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/rP]2014 CSI. TIC0.62 BC 0.39 WB 0.68 Matrix-SH DEFL. in Vert(LL) -0.08 Vert(CT) -0.16 Hom(CT) 0.05 (too) Udell L/d 6-7 >999 240 6-7 >972 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: BE lb FT-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 on pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=598/0-3-0, 5=598/0-3-0 Max Horz 7=-42(LC 13) ' Max Uplift 7=-258(LC 8). 5=-213(LC 8) FORCES. ill - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-5421478, 1-2=-954/691, 2-3=-954/691 WEBS 1-6=-721/988, 2-6=-476/504,3-6=-509/834, 3-5=-595/501 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-1=12 to 6-1-12, Interior(1) 6-1-12 to 11-8-0, Exterior(2) 11-8-0 to 13-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water parking. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4)' This truss has been designed fora live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 lb uplift at joint 7 and 213 lb uplift at joint 5. Walter P. Finn PE No22839 Ml USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2018 O WARNhVG-VedfydeslgnparametemwdREAD NOTES OMTifiSANDMCLUDEDUI/EKRUERANCEPAGEMb74nmr IGU3,2015BEFOREUSE Design valid for use only with Mrek® connectors. This design Is bosed only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verify the appllcabillty of design parameters and properly Incorporate this design Into the overall building desgn, Bracing Indicated is to prevent buckling of hdviduol truss web and/or chord members any. Additional temporary and permanent bracing Is always required for stobllily and to prevent collapse Win possible persond Injury and property damage. For general guidance regarding the fabrlcaBGn storage, delivery, erection and bracing of trusses and truss systems, seeANSURIi Cuallty CdbM, DS!-09 lend BC61 Building Comparuht SaIrsty mfonnaflon avollable from Trues Plate Institute. 218 N. Lee Sheep Suite 312. Alexandrlo, VA 22314. Welk' 6904 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type Oty Ply T15459653 1589606-SYNERGY-HOW M03 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:14 2018 Page 1 ID:gllBwLVN16YkT17fiBJehFyw6EN.Gweiz2rlezbZu Y41Ss5VnpM4Tz3x_P FTFxyNyNN 9-8-0 73.7-0 9-8-0 3 11 0 6x8 = 5.00 L12 2 3x6 II Sx6 G&8 13-7-0 Scale = 1-35.9 Plate Offsets (X,Y)-- [2:0-4-0 0-2-2]14:0-2-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Vert(LL) -0.07 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.15 5-6 >999 180 BOLL 0.0 ' Rep Stress [nor YES W B O.68 Hom(CT) 0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 92 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP N0.2 *Except* TOP CHORD 2-3: 20 SP No.2 DOT CHORD 20 SP No.2 BOT CHORD WEBS 20 SP No.3 REACTIONS. (lb/size) 6=598/0-3-0,4=598/0-3-0 Max Hom 6=-84(LC 13) Max Uplift 6=-264(LC 8), 4=-178(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-544/489, 1-2=-485/299 BOT CHORD 4-5=-317/456 WEBS 1-5=-307/505, 2-5=0/266, 2-4=-721/524 Structural wood sheathing directly applied or 5-10-15 oc pudins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 9-8-0, Exterior(2) 9-8-0 to 13-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264lb uplift at joint 6 and 178 lb uplift at joint 4. Walter P. Finn PE No22839 MTek USA, Inc. FL Cart 6834 6904 Padre East Blvd. Tampa FL 33610 Date: October 31,2018 Job Truss Truss Type Ply T15459654 1589606-SYNERGY-HOW ND3 Roof Special Ty 1 Job Reference (optional) coopers rlracource, ton rlece, rL 34V45 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:15 2018 Page 1 ID:g1I8wLVNi6YkTT7fiBJ8hFyw6EN-k6C4AOmPHjpEsZldTz5ejK=TgliZ_7ee70nOyNyNM 5x6 Q 5.00112 3x8 II 2x4 II Scale = 1:40.5 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.08 5-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0A5 5-6 >999 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.50 Horz(CT) 0.02 4 r/a Na BCDL 10.0 Code FBC2017frP12014 Matrix-SH Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=598/0-3-0, 4=598/0-3-0 Max Hom 6=-135(LC 13) Max Uplift 6=-273(LC 8), 4=-148(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6= 542/511, 1-2=498/396, 2-3=-671/407, 3-4=-543/440 WEBS 1-5=-441/555,2-5= 273/457, 3-5=-248/547 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1.12 to 7-8-0, Exterior(2) 7-8-0 to 13-54 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSVI-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 6 and 148 lb uplift at joint 4. Walter P. Finn PE NoIH39 MiTek USA, Inc. FL Cart 6634 SIM Parke East Blvd. Tampa FL 33010 Data: October 31,2018 Q WARNING -Vvdrvdesl9nparamefers and REAP NOTES ON TN/SAND INCLUDED MIIEKREFERANCEPAGEMD74M rev. 10100I20I5B£FOREUSE Design valid for use only with Mill connectors. This design Is based only upon parameters shown and Is for an Individual bullding component, not a hums system. Before use, the building designer must verily the applicability of design parameters cnd property Incorporate Als design Into me overall 7 building design. Bracing Indicated is to prevent buckling of Individual hums web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal lnlury and propery damage. For general guidance regarding the fobricotlon storage. delivery. erection and bracing of trusses and hum systems, seeANSVIPI1 Quad IryyCMeM. DSM9 and SCSI Balding Component 69U Parke East Blvd. SW*ty mfomlafbfxrvaaable hom inns Pile Im1INte. 218 N. Lee Sheet. Suke 312. Nexandrio, VA 22314. Tampa, FL 33610 Job Truss Truss Type OIy Ply T75459655 15B960GSYNERGY-HOW N� Roof Special 1 1 Job Reference (.at! .. 1 Builders rirstsource, Fort Face, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:16 2018 Page 1 ID:qll8wLVNi6YkTT7fiBJ8hFyw6EN-CImSOksYAbsHrOexBAUKAwt6Gt9vRzRHtlkaJgyNyNL 6-2-8 13-7-0 6-2-8 ~ 7-4-8 Sx6 2 7 5.00 L12 ° 2x4 It 3x6 II Scale = 1:43.9 Plate Offsets(XY)-- f2:0-2-130-2-61 f3:0-2-120-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.08 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.15 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 MatdxSH Weight: 88 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=598/0-3-0, 4=598/0S-0 Max Horz 6=-168(LC 13) Max Uplift 6=-276(LC e), 4=-145(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-539/532, 1-2=-510/455, 2-3=-606/278, 3-4=-549/411 BOTCHORD 5-6=-123/300 WEBS 1-5=-547/607, 2-5=-301/508,3-5=-79/445 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 12-2-8, Interior(1) 12-2-8 to 13-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 276 lb uplift at joint 6 and 1451b uplift at joint 4. Walter P. Finn PE NoIN39 MTek USA, Ina FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 ,&WARNING - Verily EeslgnprremeM..d REAONOTESONWISANDWCLODEDM?EKREFERANCEVAGEMIP74n.. raDYavlira FOREul Deslgn valid for use only with MrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a buss system. Before use, me bullding designer must verity me applicobility of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of hdMduot Was vreb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPIt Quo' CSNeM, DSld9 and SCSI Building Component 69N Parke East Blvd.Saba mloenaibnovolloble ham Truss Plate IDstltute, 218 N. lee Sheet Suite 312, Mexandfc, VA 22514. Tampa, FL 33610 Job Truss Truss Type Oty Ply T75459656 1589606-SYNERGY-HOW Kos Roof Special 1 1 Job Reference (optional) drawers Flreabource, port tiers, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:17 2018 Page 1 ID:qIIBwLVNi6YkMfiB18hFyw6EN-hVKgb4tBxuJiAj7114Z18PGtHVFAUM05yU7rGyNyNK 5X 5.00112 2 3x6 3x6 11 LOADING (psi) SPACING- 2-M CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 TCDL 15.0 Lumber DOL 1.25 BC 0.36 BCLL 0.0 Rep Stress lncr YES WB 0.45 BCDL 10.0 Code FBC2017/rP12014 Matrix-SH DEFL in (loc) Udefl Ural Vert(LL) -0.08 5-6 >999 240 Vert(CT) -0.15 5-6 >999 180 Hoa(CT) 0.02 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 2-3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=598/0-3-0,4=598/0-3-0 Max Horz 6=-122(LC 13) Max Uplift 6=-271(LC 8), 4=-150(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 1-6=-544/505, 1-2=-496/374, 2-3= 699/459, 3-4=-541/446 WEBS 1-5=-405/540,2-5=-275/457,3-5=-319/589 Scale=1:39.4 PLATES GRIP MT20 244/190 Weight: 85 lb FT=20% Structural wood sheathing directly applied or 2-2-0 cc pudins, except end verticals. Structural wood sheathing directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(l) 6-1-12 to 8-2-8, Exterior(2) 8-2-8 to 13-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water podding. 3) This truss has been designed for a 10.0 psf bottom chord live load donconcument with any other live loads. 4) • This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 6, 4 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 6 and 150 lb uplift at joint 4. Walter P. Finn PE NoIH39 l USA Inc. PL Ced 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 ,&WARNING -VwUydesJprParsmeterseDd READNOTES ON THISAND INCLUDED MITE117REFERANCEPAGEM67473rev, aadAllOISBEFOREUSE. Design valid for use only with MaekO connectors. the design Is based only upon parameters shown, and Is for an IndiAdual building component, not ��' a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buadingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deiNery, erection and bracing of busses and truss systems, seeANSWII Quality CdMda, DSB29 and BCSI Building Component 6904 Parke East Blvd. Salary Infemtalloncyarcbie from Truss Plate InsOtute. 218 N. Lee sheet, Suite 312, Alexandria. VA 22314. Tampa, FL W61 D Job Truss Truss Type Oty Ply T15459657 1589606-SYNERGY-HOW NDi Roaf Special 1 1 Job Reference (optional) Builders Firstbour06, Fort Piece, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:18 2018 Page 1 ID:g118wLVNi6YkMhBJBhFyw6EN-9huCpOupiC6_SKHKJbWoFLyW RhgovtvaKcDgOiyNyNJ 6.9-8 10.2-8 18.7-0 6.9-8 F 3.5-0 3.4 3x6 = 2x4 11 Sx6 = 5.00112 3x6 II 5x6 Scale=1:35.2 Plate Offsets pl,Y)— f3:0-3-00-2-41 f5:0-2-120-2-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.08 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.16 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.62 Horz(CT) 0.04 5 n/a n(a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 871b FT=20% LUMBER- BRACING - TOP CHORD 2x4SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/Size) 7=598/0-3-0.5=598/0-3-0 Max Horz 7=-76(LC 13) 'Max Uplift 7=-264(LC 8), 5=-186(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.. TOP CHORD 1-7=-542/484, 1-2=-757/575, 2-3=-758/575 BOTCHORD 5-6=-251/370 WEBS 1-6=-618/808, 2-6=-443/485, 3-6=-300/585, 3-5=-621/443 Structural wood sheathing directly applied or 5-0-15 oc pudins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interor(1) 6-1-12 to 10-2-8, Exterior(2) 10-2-8 to 13-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 Ib uplift at joint 7 and 186 Ib uplift at joint 5. Walter P. Finn PENo.22839 MTek USA Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Data: October 31,2018 QWARNING-Vern Ces/Sriparemefersend READNOTES ON TNDSAND INCLUDED MREKREFERANCEPAGEMIL74".re.. I&MvPUI52EFOREUSE. Design valid for use only with Mlrek® connectors. This design 6 based only upon parameters shown, end Is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collopse with possible personal lnlury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPI1 Cuallly CMrrda, DSB41P and SCSI Building Component 6904 Parke East Blvd. Safely Informallor avoiloble from Truss Plate menlufe, 218 N. Lee Street, Suite 312. Nexantlrlo, VA 22 l4. Tampa, FL 33610 Job Truss Truss Type Gty Ply T75459658 1589606-SYNERGY-HOW NIB Roof Special 1 1 Job Reference (optional) Builders Hrstsource, Fort Piece, FL 34945 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:19 2018 Page 1 ID:gllBwLVNi6YkTT7fiBJehFyw6EN-dtSbOmuRTW EnTsWsll loZVhsSBNelYjZGzEw9yNyNl 6.9-8 12.2-8 13-7-0 6.98 55.0 ~148 3x6 = 20 11 Sx8 = 5.00 12 Scale=1:30.5 8 2 3 2x4 II 3xB 11 5.6 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rPI2014 CSI. TC 0.63 'BC 0.38 W B 0.72 Matnx-SH DEFL in Ve art -0.08 Verl -0.17 Horz(CT) 0.06 (too) Well L/d 6-7 >999 240 5-6 >938 too 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 84 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=598/0-3-0, 5=598/0-3-0 Max Hon: 7=-29(LC 13) Max Uplift 7=-255(LC 8), 5=-224(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-542/478, 1-2=-1056/756, 2-3=-1056//56 WEBS 1-6=-781/1084, 2-6=-489/513, 3-0=-622/968, 3-5=-602/540 , NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; Cat. II; E1ga C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(l) 6G-12 to 12-2-8, Extedor(2) 12-2-8 to 13-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 7 and 2241b uplift at joint 5. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33810 Date: October 31,2018 QWARNING- Veritydeafgn paremeMrsenCREADNOTES ON MIS AND INCLUDEDMREK1?EFERANCEPAGEM67413re1 10O.32015BEFOREUSE Design valid for use only with MTeA® connectors. IITh6 design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verilythe applicability of design parameters and properly Incorporate this design Into the overall bL[Iding design. Bracing indicated is to prevent buckling of lndidual huss web and/or chord members only. Additional temporary and permanent bracing Is always requlied for Moth, and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of musses and hum systems, seeANSVINI Qualify Cmedo, DSB-69 and SCSI Bolding Component Safety Nformalbmvoiloble from Ass Rate InstlNte, 218 N. use Sheet. Sutie 31Z Alexandria, VA 22 14, MiTek' 69U Parke East Blvd. Tampa, FL 33610 Job Truss Type Oty Ply T15459659 158960&SYNERGY-HOW�.Trws W Roof Special 1 1 Job Reference factional) amiaers mrsraource, run rleca, FL L4114a 8.22U S Uct 6 2018 MI Tek Industries, Inc. Wed Uct 31 UB:142U 2U18 Page 1 ID:g118wLVNi6YkTT7fiBJehFyw6EN.540zE6v3EpMiKtlRi00ZGLmlgUUXINmvlowinSbyNyNH 6.9.8 13-7-0 6-M 6.9.8 5.6 = Scale = 1:26.1 1 7 2 8 3 Us II 3x6 II LOADING (psf) SPACING- 2-M CS]. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) 0.13 5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.23 4-5 >698 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.65 Hom(CT) 0.17 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 6=598/0-3-0, 4=598/0-3-0 Max Uplift 6=-248(LC 8), 4=-248(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=541/479, 1-2=-1705/1193, 2-3=-1705/1193, 3-4=-541/479 WEBS 1-5=-1201/1704, 2-5— 5221539, 3-5=-1201/1704 PLATES GRIP MT20 244/190 Weight: 75 lb FT=20% Structural wood sheathing directly applied or 3-4-13 oc pudins, except end vedicals. Structural wood sheathing directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-5,3-5 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 13-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load or 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) or truss to bearing plate capable of withstanding 248 lb uplift at joint 6 and 248 lb uplift at joint 4. Waiter P. Finn PE No.22839 MTek USA Inc. FL Cad 6034 69114 Pares East Blvd. Tampa FL 33810 Date: October 31,2018 ,&WARNING-Ver/ly deslgnparveehrsand READ NOTES ON THISANDINCLUDWMr KNEFENANCEPAGEM147473ray. ISU12015SEFONE USE Design valid for use any with MBeIs@ connectors. This design is based only upon parameters shown, and Is for on Inc Mdual building component, not a truss system. Before use. Me building dedgner must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndlvlduol truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stabaity and to prevent collapse with possible personal hkay and property damage. For general guidance regarding Me fcbilcotion, storage, delivery, erection and bracng of trusses and truss systems, seeANSVTP11 CYa18Y C4Hda, 03549 and !RI Building Component 6904 Perke East Blvd. Safely In/prmatbrpvaaobie from Truss Plate Institufe. 218 N. Lee Street Suite 312. Alexandria VA 22 14. Tampa, FL 336110 Job Truss Truss Type Dry Ply T15459660 1589606-SYNERGY-HOW NW Roof Special 1 1 Job Reference (optional) builders FiralSource, Fort Piece, FL 34945 5.00 12 US = 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:21 2018 Page 1 YkTT76BJBhFyw6EN-ZGZLRSwh77UZynOvj4VLa6curM6G600aSL_tyNyNG 3-14 13.7-0 Sx8 Scale = 1:29.2 Plate Offsets (X,Y)-- t6:0-2-15,Edoel, I8:0-2-15 Edoel LOADING (psl) SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(L-) -0.08 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.17 6-7 >944 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Hom(CT) 0.08 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 77 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=598/0-3-0, 6=598/0-3-0 Max Form 8=28(LC 16) Max Uplift 8=-206(LC 12), 6= 206(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-1242/840, 3-4=-1242/862 BOTCHORD 7-8=714/873,6-7=-664/873 WEBS 2-8=-1061/843,2-7— 117/338,3-7=-410/686,4-7=-148/338,4-6=-1061/834 Structural wood sheathing directly applied or 5-1-5 oc pudins, except end verticals. Structural wood sheathing directly applied or 6-11-3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 3-6-2, Interior(1) 3-6-2 to 6-9-8, Exterior(2) 6-9-8 to 10-0-14, Interior(l) 10-0-14 to 13-5-4 zone; cantilever left and right exposed ;C-C formembers and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 8 and 206 lb uplift at joint 6. Walter P. Finn PE No.22839 MiTek USA, Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING -Vedfydesl9nparame(er3and READ NOTES ON TMSANDOyCLUDED MREKREFERANCEPAGEMM1747a rev. 10,II342015BEFORE USE Design valid for use only with MiTek® connectors. Thb design a based only upon parameters Shown. antl Is for an Individual bullUing component, not a truss system. Before use. the bulding designer must verify the oppllcabllity of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of lndlNdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always regueed for slabllily and to prevent collapse with possible personal Injury and property damage. For general guidance regartling the fabricallam storage, dellrery, erection and bracing of trusses and Two systems, seeAN6VIPtl Qua" Criteria. DS549 and SCSI Building Component 69M Parke East Blvd.en Safety Infoa6arxrvallable from Truss Plate Insfil 21 a N. Lee Sfreet, Suite312. Area ntlAa VA 22914. Tampa, FL 33610 Job Truss Truss Type cry Ply T15459661 1589606-SYNERGi KID1 Roof Special 1 1 Job Reference (optional) ounces; nRlJource, I -On Vises, FL U4945 8.220 a Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:22 2018 Page l ID:gllBwLVNi6YkTT7fiBJehFyw6EN-1 S71enxJmRcQZtb5YRbkQB69xICmdg9FEBuXUyNyNF -10-2 6-9.8 11-8-14 13-7-0 1-10-2 I 4-11-6 4-11-6 1-10-2 5x6 = 12 2 13 to Scale = 1:29.7 E9-8 6-9-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vart(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vart(QT) -0.16 4-5 >977 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.57 Horz(CT) 0.09 4 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc puffins; BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 6-7,4-10: 2x6 SP No.2 REACTIONS. (lb/size) 6=591/03-0, 4=591/0-3-0 Max Horz 6=54(LC 12) 'Max Uplift 6=-198(LC 12). 4=-198(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-569/572, 1-2=-1312/994, 2-3— 1312/994, 3-4=-569/572 WEBS 1-5= 676/1027, 2-5=-181/520,3-5=-676/1027 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 6-9-8, Exterior(2) 6-9-8 to 12-9-8, Interior(1) 12-9-8 to 13-4-4 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSIl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 Ito uplift at joint 6 and 198lb uplift at joint 4. Walter P. Finn PE NoIN39 MTek USA, Inc. FL Cert 6634 6904 Parke East Bind. Tampa FL 33610 Data: October 31,2018 Q WARNING-Verirydealgnperametersand READNOTES ON THISAND INCLUDED MNEKREFERANCEPAGEMD-747arev. r9N,1I1015BEFORE USE. Design valid for use any with MRek& connectors. Phis design Is based any 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 bulldingdesign. Bral Indicated Is to prevent buckling of Individual trues web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fobticol storage, delivery. erection and bracing of trusses antl truss systems, seeANSVIPII GualBy Cal DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Infmmatbmvallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, A mandrla, VA 22314. Tampa, FL 33610 Job Tmss Truss Type Oty Ply T15459662 1589606-SYNERGY-HOW � Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 M41i 8220 s Oct 62018 MiTek Industries, Inc. Wed Oct 31 08:14:232018 Page 1 6YkTT7fiBJBhFyw6EN-Veh5s7yyXkkHB5AH586zyPfKViY a95JUu R3wyNyNE 3.6 II Scale = 1:29.3 6-9.8 6-9-8 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in goc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.07 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.16 4-5 >975 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.09 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 74 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 1-6,3-4: 2x6 SP No.2 REACTIONS. (lb/size) 6=591/0-3-0, 4=591/0-3-0 Max Horz 6=56(LC 16) Max Uplift 6=-198(LC 12). 4=-198(LC 13) FORCES. (lb) - Malt Comp./Max. Ten. -All forces 250 gal or less except when shown. TOP CHORD 1-6=-571/574, 1-2=-1321/993, 2-3=-1321/993, 3-4=-571/574 WEBS 2-5=-200/545, 3-5=-663/1026, 1-5=-663/1026 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.OpsY h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 6-9-e, Exterior(2) 6-9-8 to 12-9-8, Interior(1) 12-9-8 to 13-4-4 zone; cantileverleft and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joints) 6, 4 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 lb uplift at joint 6 and 198 lb uplift at joint 4. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2018 QWARNING-Verily deslgn parameters end READ NOTES ON MIS ANDINCLUDED MREK REFERANCE PAGE MIF74TJ rev. 10aMV2015 BEFORE USE. Design valid for use only with Mile& connectors.IItls design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use. Me building designer must verity the appllca Jiffy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additlonal temporary end permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal efury and property damage. For general guidance regarding the fabrlconon, storage, delivery. erection and bracing of trusses antl truss systems, seeANS11711 Quist BSyy Criteria, DSB-59 and SCSI Sulding Component 6904 Palle East Bvd. Safety InformalbrWoilable from Truss Hate Institute, 218 N. Lee Sheet Suite 312, Alexandho, VA 22314. Tampa, FL 33610 Job Truss Tmss Type CityPly T16459663 1589606-SYNERGY-HOW N0T3 ROOF SPECIAL 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 a Oct 62018 MiTek Industries, Inc. Wed Oct 31 08:14:24 2018 Pagel ID:gll8wLVNi6YkTT7fiBJehFyw6EN-zrFU3TyaH2s8pFlTfsdCVcCVI6uAJdg5iYg7bMyNyND 6.9.8 13-7-0 14-7-8 1-0.8 6-9.8 - I 6-9-8 I 1-0.8 06 = Scale = 1:30.3 N II 3.6 11 B-9-8 13-7-0 6-9-8 6.9.8 Plate Offsets(XY)-- f2:0-1-00-2-01 f4:0-1-00-2-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.34 Ved(CT) -0.16 6-7 >985 180 BOLL 0.0 ' Rep Stress Incr YES We 0.47 Horz(CT) O.OB 6 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 77 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No-3 *Except* BOT CHORD Structural wood sheathing directly applied or 9-10-15 oc bracing. 2-8,4-6: 2x6 SP No.2 REACTIONS. (lb/size) 8=684/0-3-0, 6=684/0-3-0 Max Horz 8=114(LC 11) Max Uplift 8=-251(LC 12). 6=-251(LC 13) FORCES. (lb) - Max..Comp./Max. Ten. -All forces 250 (Ih) or less except when shown. TOP CHORD 2-8=-680/694, 2-3=-1313/932, 3-0- 1313/954, 4-6=68Of771 BOTCHORD 7-8=-348/393, 6-7=-204/274 WEBS 3-7=-260/610,4-7=-562/1005,2-7=-428/934 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15N; Cat. 11; Exp C; Encl., GCpl=0.18: MWFRS (envelope) and C-C Extedor(2) -1-1.3 to 4-10-13, Interior(1) 4-10-13 to 6-9-8, Exterior(2) 6-9-8 to 12-9-8. Intedor(1) 12-9-8 to 14-8-3 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 376-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Beading at joint(s) 8, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 251 Ib uplift at joint 8 and 251 Ib uplift at joint 6. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6934 Parke East Blvd. Tampa FL 33810 Data: October 31,201 S O WARNING- Venry design Parameters and BEAD NOTES ON MIS AND INCLUDED aHrEKREFERANCE PAGE MIF74TJ rev. lanizzol6 BEFORE USE Design valid for use only with Mmek® connectors. This design h 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 property Incorporate this design Into the overall building design. Bracing hd1cated is to prevent buckling of individual Ines web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse Win passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Musses and truss systems seeANSVIPIT Qualify Cmedu, 03549 and SCSI Building Component Safety Infomsatbsnvotoble from Tnrss Plate Institute, 218 N. We Sheet. Suite 312. Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type Oty Ply T75459664 1589606-SYNERGY-HOW KD4 GABLE 1 1 Job Reference (optional) guilders Flrst5ourc9, Fort Piece, 1-L 34945 6x12 MT2 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:25 2018 Page 1 ID:gll8wLVNi6YkMh BJ8hFyw6EN-Sl psHpzC2M_?OOKgDZBR2gkiIV7129_cxCOY7pyNyNC 4x6 = 19 4 20 s11-4 u1-12 3x6 )HS II Scale = 1:28.2 Plate Offsets (X,Y)— f7:0-3-13 0-0-0] I10:0-4-0 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.67 Ved(LL) 0.46 10 >345 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -0.62 10 >253 180 MT20HS 187/143 BCLL 0.0 Rep .Stress ]nor YES WB 0.15 Hom(CT) 0.54 8 n/a n/a , BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 761b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' BOT CHORD 1-12,7-8:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=59110-3-0, 8=59110-3-0 Max Ho¢ 12=56(LC 16) Max Uplift 12=-199(LC 12), 8=-199(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250.(lb) or less except when shown. TOP CHORD 1-12=-876f770, 1-2=-7971716, 2-3=-1049/856, 3-4=-1170/928, 4-5=-1 l71/926, 51049/864, 6-7=-797f716, 7-8=-876f769 BOT CHORD 11-12=-524/589, 10-11=-653/890, 9-10=-652/890, 8-9=-522/589 WEBS 4-10=-203/357, 2-11=-199/388, 6-9=-200/388, 3-10=-77/319, 5-10=-82/319 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Structural wood sheathing directly applied or 6-2-13 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vai 32mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 6-9-8, Extedor(2) 6-9-8 to 12-8-7, Interior(1) 12-8-7 to 13-4.4 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are UT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 12, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1991b uplift at joint 12 and 199 lb uplift at joint 8. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 A WARNING -Venlydesi9nparemerersand READNOTES ON MIS MI)MCLUDEDMREKREFERANCE PAGE MI1-I4]3rev. la24Y2015BEFORE USE Design valid for use only with M0e'x® connectors. This tleslgn 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 tleslgn. Bracing indicated is to prevent bucWlDg of individual truss web and/or chord members only. AddMonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal li and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSf/IPII Quality Cdbdu, DSB-89 m d BCSI Balding Component 6904 PaAe East Blvd. Safety hdonmotionovailable from Truss Plate Institute, 218 N. We Sheet Sune 312. Alexandria, VA 22314. TemDa, FL 33610 Job Truss Truss Type city Ply T75459665 1589606-SYNERGY-HOW NNO)II Roof Special 1 i Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 a Oct 6 2018 MiTek Industries. Inc. Wed Oct 31 08:14:26 2018 6x8 = ST1.5xe STP =8 5.00. 12 6x8 -- 3 3x4 = 3x4 = 3-10.14 So fiL-0& 3-10.14 14-2 1.0- Scale: 3/8'=1' Plate Offsets (X Y)-- [1:0-2-12 0-2-12]f3:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 VerI LL) -0.05 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Ved(CT) -0.10 4-5 >719 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.61 Hom(CT) 0.06 9 n1a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 52 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x8 SP 2400F 2.0E REACTIONS. (Ib/size) 8=231/0-6-8, 9=226/0,3-0 Max Hom 8=43(LC 12) Max Uplift 8=-82(LC 12), 9=-104(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 1-8=-253/247,3-9=-317/312 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-9-0 to 3-10-14, Intedor(1) 3-10-14 to 5-9-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 8, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821b uplift at joint 8 and 1041b uplift at joint 9. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 31,2018 ,&WARNING-Vedfydealgnparsmefersand READ NOTES ON TNISANU DICLUUED MIrENREFERANCEPAGEMII-74M... InTYlOrS BEFORE USE Design valid for use only with MrekO connectors. This design Is be" only upon parameters shown, and a for an IndlNduol bulltling component, not a muss system. Before use, the building designer must verity me oppllcabillN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual hues web and/or chard members only. Additional temporary and permanent bracing rs aI 'y'tTek• a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. OelNery, erection card bracing of trusses and muss systems, seaANSVrPII Quallty Cdfedu, OSB49 and BCSI Building Component 6904 Perko East BNd. Safety Informationavoiloble from Two Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandre, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T15459666 1589606-SYNERGY-HOW N112 Roof Special 1 1 Joh Referlxnrm (optional) tlm10er5 rKsmource, Fan niece, YL 34945 8.220 s Uct 6 2018 MiTek Industries, Inc. Wed cal 31 08:14:27 2018 6x6 = ST1.5x8 STP=7 5x12 = 1 2 6x8 = 4 3 2x4 11 3x4 —. Scale=1:31.5 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Var(LL) -0.04 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BID 0.48 Vert(CT) -0.09 3-4 >795 180 BCLL 0.0 ' Rep Stress Mat YES W B 0.06 Horz(CT) -0.10 a n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 51 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 *Except* 3-4: 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 7=231/0-6-8, 8=223/0-3-0 Max Uplift 7=-96(LC 8). 8= 93(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 1-7=-252/292, 2-8=-298/336 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end ver icals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This RUSS has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 7, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 7 and 93 Ile uplift at joint 8. Wafter P. Finn PE NoIN39 MTek USA, Inc. FL Cad 6634 6904 Parke East SNd. Tampa FL 33610 Data: October 31,2018 A WARNING- Vernydeegn paramelersand BEAD NOTES ON TN/SAND INCLUDED MITEKREF£RANCE PAGEMS-74T3 rev. 1016342015BEFOBEUSE Design valid for use only Wfh MITek® connectors. This design is based only upon parameters shown, and Is for an IndMduol building component, not a truss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indented is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' Is always required for stability and to prevent collapse wflh possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and hum systems. seeANSNRII Quality Criteria. DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomtatlonc ailable from Truss Plate Institute. 218 N. We Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply T15459667 1589606-SYNERGY-HOW Ism Root Special 1 1 Job Reference o tional bullOels YDs bource, 1­0111 Maine, FL 34U45 8.220s Oct 62018 MiTek Industries, Inc. Wed Oct 31 08:14:28 2018 3x6 = ST1.5xB STP = 6xa = 5-6-0 6-6-0 6-8-8 5-6-0 1 -B Scale = 1:22.1 Plate Offsets (X.Y)-- f2:0-3-4.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.06 3.4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.12 3-4 >630 180 BCLL 0.0 Rep Stress Incr YES WE 0.04 Horz(CT) 0.01 6 rVa rda BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 2-3: 2x4 SP No.3 BOT CHORD WEBS 2x6 SP No.2 *Except* 2-4: 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 4=274/0-6-8,6=227/0-3-0 Max Uplift 4=-114(LC 8), 6=-94(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-195/310 WEBS 2-6=-243/274 Structural wood sheathing directly applied or 6-3-0 oc puffins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=5.Opsf; h=15ft; Cat. if; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water including. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcuffent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114lb uplift at joint 4 and 94111 uplift at joint 6. Waller P. Finn PE Ni MiTek USA Inc. FL Cad 6634 69H Parke East Blvd. Tampa FL 33810 Data: October 31,2018 ,&WARNING -Vedly design parameters and READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MX74M rev. 1ORIVOf5 BEFORE USE Design valid for use only with MRekO connectors. This design Is based only upon parameters shown and Is for on Individual balding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent colopse with possible personal Injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and hues systems seeANSU1Pl1 Quo' CMado, DS349 and BCSI Building Component Soda Parke East Blvd. Sabin In/armatbrrnoOoGe from Truss Plate InttlMe, 218 N. Lee Sheet. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T75459668 1589605-SYNERGY-HOW W Half Hip 1 7 Job Reference (optional) Builders Fnsibource, Fort Piece, FL 34945 8.220 s Oct 62018 MiTek Industries, Inc. Wed Oct 31 08:14:29 2018 Page 1 ID:gll8wLVNi6YkMflBJ8hFyw6EN-Ko2N6B0i6aUOvOdRSPDNCgvTN7bj_7BsgOmGayNyN8 1-22 -8 435-6.0B 1 i 6.6-8 -0-8 F 1--8 I 5.00 12 44 = 3 5x8 = 2x'11 ST1.5x8 STP= 3x6 = I 10 n6828 56n.0 61-.6n 6 Scale=127.5 Plate Offsets (X,Y)-- f3:0-2-12 0-2-12T ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) -0.06 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Ven(CT) -0.12 4-5 >630 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.07 Horz(CT) -0.03 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 521b FT=20% LUMBER- BRACING - TOP CHORD 2x4'SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' BOT CHORD 3-0: 2x4 SP No.2, 1-5: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (Ib/size) 5=274/0-6-8, 7=227/0-3-0 Max Horz 5=23(LC 12) Max Uplift 5=-91(LC 9), 7=-103(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. WEBS 3-7=-253/323 Structural wood sheathing directly applied or 6-0-0 0o pudins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 5 and 103lb uplift at joint 7. Waller P. Finn PE NoIN39 MiTek USA, Inc. FL Ced 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: October31,2018 Q WARNMO- Vedlydesign paramefereemIREAD NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMX74 .v. 1aN3R0156EFOREUSE Design valid for use only with Mrek® connectors. This design Is based city upon parameters mown, and Is for on individual building component, not a muss system. Before use, Me bulltling designer must verify the appllcabllBy of design parameters and property Incorporate this design Into the overall builchrideslgn. Bracing Indicated 6toprevent bucklingofIndividual truss web and/or chord members only. Addltionaltemporary and permanentbrocing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of hoses and truss systems seeANSUIPl1 Quality Cdhde, 03I149 and 3CSl Building Component Sably hlormalbrtwolloble Gam fruss Plate Institute. 218 N. Lae Street. Suite 312. Alexandria. VA 22314, �■' ■` MiTek' 69N Parke East Blvd. Tampa, FL 33610' Job Truss Truss Type Oty Ply T15459669 1589606-SYNERGY-HOW No Half Hip 1 1 Job Reference (optional) Builders FirstSourca, Fort Piece, FL 34945 8.220 a Oct 62018 MITek Industries, Inc. Wed Oct 31 08:14:302018 Page l ID:gllBwLVNi6YkTT7fiBI8hFyw6EN-o7cIKK1 LtucHXACdO6kckt5gm W kA piPL5U7JpOyNyN7 2-5-0 5-FO 6-6-8 2-5-0 3-1-0 01 8 5.00 F12 4x = 2x4 5 ST1.5xB STP = 3x6 = 3 Sx8= 3x4 = exit = 7 Scale=1:31.2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in floc)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.21 Vall (LL) -0.06 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Ved(CT) -0.12 4-5 >633 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.03 7 PIG n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 55lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` BOT CHORD 3-4: 2x4 SP No.2, 1-5: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 5=274/0-6-8, 7=227/0-3-0 Max Horz 5=51(LC 12) Max Uplift 5= 64(LC 9), 7=-113(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-240/339 Structural wood sheathing directly applied or 6-0-0 oc pudins, except and verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; h=1Eft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641b uplift at joint 5 and 113 lb uplift at joint 7. Walter P. Finn PE NoIN39 MRek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2018 ®WARNING-Verirytlslgnpam,teraanOBEADNOTES ON TNISAND INCLUDED MrrEKBEFEBANCEPAGEM0.74"avV. mustA0f5BEFOBE USE. Design volld for use orrywith M6ek® connectors. This design Is based only upon parameters shown, and Is for on mdIvIducl building component, not a truss system. Before use, the building designer must verity the oppllcabimyof tleslgn parameters and properly incorporate this design into Me overall building design, Bracing Indicated is to prevent buckling of Individual trure web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal lolury and property tlamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hula systems, seeANSVIPII Quality Qi I)SBd9 and SCSI Building Companmt 6904 Parke East Blvd. Safety Infam atforcivallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply T75459670 1589606-SYNERGY-HOW U16 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL34945 8.220 s Oct 62018 MiTek Industries, Inc. Wed Oct 31 08:14:31 2018 Page 1 I D:gllBwLVNi6YkTT7fBJBhFyw6EN.GBAM2zeCkBBJngZgFrH5_m4wG4SulUJBtsLSyNyN6 p-S-Q 5-6-0 + 6.6.8 -& 54-0 1.0-B 2x4 II 6x12 MT20HS = 1 2 ST1.5x8 STP = 3x6 = LOADING (part) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ^ Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* 24:2x4 SP No.3, 1-4: 2x6 SP No.2 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 4=274/0-6-8, 6=227/0-3-0 Max Uplift 4=-114(LC 8), 6=-94(LC 8) Scale=1:25.4 6x8 = 6 4 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TC 0.55 Vert(LL) -0.06 3-4 >999 240 MT20 2441190 BC 0.39 Vert(CT) -0.12 3-4 >627 180 MT20HS 1871143 WB 0.10 Horz(CT) -0.04 6 rate n/a Matrix-P Weight: 46 lb FT = 20 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-6-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-275/327 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Beading at joint(s) 6 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 Ito uplift at joint 4 and 94 lb uplift at joint B. Waller P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 O wmNWG-vedtydeslgnparametemand BEADNOTES ON TNISAND INCLUDED MDENBEFEBANCEPAGEMM17473re1 1nT0:I4201SBEFONE USE Design valid for use only with MTelrsr connectors. Thh design Is based only upon parameters shown, and is for an hdavidual bulding component, not ��- a truss system. Before use, the building deslgner must verlty the applicability of design parameters and propedy Incorporate this design Into the overall bulldIngdesign.Bracing indicated is to buckling of Individual Inas web and/or chord members only. Additional temporary and bracing MiTek' prevent permanent Is always required for stability and to prevent collapse with possible personal Injury and Property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. seeANsU1PB Quality Grande, DSM9 and BCSI Building Component 69M Parke East Blvd. Safety Infornallorrcvollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexanddo, VA 22314. Tampa, FL 33610 Job Truss ]RM-5sTce`77-1, 1589606-SYNERGY-HOW "W ooSpcial 1 Job Reference o tional uunaers i-maisource, FOn I'll FL 34945 8.220 a Oct 6 2018 MiTek Inc. Wed Oct 3108:14:312016 6x8 = ST1.5xB STP=7 5x12 = _ 1 25x8 — 2x4 11 3x4 = 6N265-06-fi-e 5i-o M.6r 8 6x8 = Scale = 1:34.2 Plate Offsets (X Y)— 11:03-4 0-2-121 f2:0-2-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.04 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.09 3-4 >804 180 BCLL 0.0 Rep Stress [nor YES WB 0.07 Horz(CT) -0.13 8 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 561b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 `Except' 3-4:2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 7=231/0-6-8,8=223/0-3-0 Max Uplift 7=-96(LC 8), 8=-93(LC 8) FORCES. (III) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 1-7=-245/282, 2-8=-249/281 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extehor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 7, 8 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 961b uplift at joint 7 and 931b uplift at joint 8. Walter P. Finn PE No.22839 Mil USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810. Date: October31,2018 A WARNING- Verityshsign parametereaatl READ NOTES ON TN/SAND INCLUDED MIfEKREFERANCEPAGE 410­7470rev. I0N312015BEFOREUSE Design valid for use onlywith MileM connectors. Th'rs design Is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use. Me building designer must verify Me applicability of design parameters and properly incorporate this design into the overall building design. Bracing lncilcated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wiM possible personal INury and property damage. For general guidance regarding fine fabrication storage. delivery. erection and bracing of trusses and truss systems seeANSI/rPll Quality Criteria, DSB49 and BCSI Bull Component 6904 Parke East Brae. Safety lnfotmalbrrnoilabie from Truss Plate Institute, 218 N. Ise Street, Suite 31Z Navandtlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T15459672 1589606-SYNERGY-HOW Not Hip Girder 1 1 [Job Reference fnnlinnwll nulmers FIMMOUme, ran Yleae, FL 34V4b 8.220 a Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:33 2018 3x4 = 5x8 i 3 5,68 a4 = Special STI.5x8 STP= STI.5x8 STIR = 2x4 = Scale = 1:17.1 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FSC2017/TPI2014 CSI. TC 0.16 BC 0.20 INS 0.05 Matrix-SH DEFL. in Vert(LL) 0.01 Vert(CT) -0.02 Horil 0.01 l (roc) I Ud 7 >999 240 7 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 32 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=355/0-8-0, 5=355/0-8-0 Max Ho¢ 1=38(LC 8) Max Uplift 1=-145(LC 8), 5=-144(LC 9) Max Gray 1=357(LC 19), 5=355(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 595/238, 2-4=-467/245, 4-5=-595/238 BOT CHORD 1-7=-185/498, 6-7= 190/485, 5-6=-188/498 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; Irl Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 1 and 1441b uplift at joint 5. 7) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 98 lb down and 107lb up at 3-0-0, and 981b down and 107 lb up at 5-1-4 on top chord, and 40 to down at 3-0-0, and 40 lb down at 5-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70, 4-5= 70, 1-5=-20, 2-3=-70, 3-4=-70 Concentrated Loads (lb) Vert: 7=-16(B) 6=-16(B) 8=-2e) 9=-2(B) Walter P. Finn PE No.22639 Sit ek USA, Inc. FL Cad 6634 69D4 Parke East Blvd. Tampa FL 33610 Data: October 31,2018 ,&WARNING- Verifydeslgn Paramerem end READ NOTES ON TN/SANDINCLUDED MREKNEFE;LNCEPAGEMIh74n rev. foN32015aEFOHEUSE Design valid for use only with M8edi) connectors. This design Is based only upon parameters shown, and a for on individual building component not ��- a buss system. Before use, the bulltling designer must verify the applicability of design parameters and property Incomoro es tFtls design into the overall building design, Bracing Indicated is to prevent buckling of hill turn web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal hl and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems. seeANSUIPI l Quality Cd tila, DS049 and BCSI Building Component 6904 Parke East Blvd. Safety informalbnavoiloble from Truss Plate Institute, 218 N. We Street, Suite 312. Alexondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply T15459673 1589606-SYNERGY-HOW RID Flat 1 1 Job Reference (optional) builders Fnstbource, I -on Fiece, PL 34945 5.6 = 5 6 3x4 = 2 B.220 a Oct 62018 MITek Industries, Inc. Wed Oct 3108:14:34 YUI a rages ID:g118wLVNi6YkTT7fiBJBhFyw6EN-hmsFAu4m77j?nW OFypYvjcHX8FBfEsw055XynyNyN3 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 VatI(CL) -0.16 4-5 >616 240 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.33 4-5 >309 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.17 Hoa(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=377/Mechanical, 4=377/Mechanical Max Uplift 5=-156(LC 8), 4=-156(LC 8) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BOTCHORD 4-5=489/407 WEBS 2-5=-388/541, 2-4=-388/541 21 11 Scale = 1:16.2 3 4 5x6 = PLATES GRIP MT20 244/190 Weight: 441b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 8-1-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; III Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 8-6-4 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 adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 5 and 156 lb uplift at joint 4. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cad 6634 69a6 Parke East Blvd. Tampa FL 33610. Data: October 31,2018 O WARNING - Vihdyde gn pammetemand READ NOTES ON THISAND INCLUDED MITEKREFERANCEFAGEMIH473 hex. 10=016 BEFORE USE. Design valid for use only with M6ehO connectors. mIs design Is based only upon parameters shown. and Is for an Individual building component, not �� a Muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse wlth possible personm injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANBUIPIt QualmRyy Cmotlo, DSBd9 and BC31 Building Component Parke East Blvd. Both Infamrafbnovoilablefram Truss Plate Institute, 218 N. Lea Sheet, Suite 312. Alexondaa VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply T15459674 1589606-SYNERGY-HOW RB Roof Special Girder 1 1 InM1 Rofcrnnre Innrnnnll Builders FiraiSource, Yen Piece, FL 34945 8.220 s Oct 6 2018 Mil Inc. Wed Oct 31 08:14:36 2018 3x4 = nn r NAILED 4 12 11 16 10 9 8 3x4 = 2x4 11 NAILED 2x4 II 2x4 II 13 Specfal Special 3x4 = 2.4 II Scale = 1:17.0 LOADING (psQ TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/TP]2014 CS]. TC 0.11 BC 0.19 W B 0.24 Matrix-SH DEFL. in (loc) Vdefl L/d Vert(LL) 0.02 11 >999 240 Vert(CT)-0.0210-11 >999 180 Hom(CT) 0.01 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 45 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=414/Mechanical, 8=414/Mechanical Max Horz 13=17(LC 12) Max Uplift 13=-199(LC 4), 8=-190(LC 5) Max Grav 13=414(LC 1), 8=419(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-381/193, 1-2= 578/275, 2-3=-654/324, 3-5=513/268, 5-6=-65B/309 BOT CHORD 11-12=-285/613, 10-11=-289/607, 9-10=-286/620, 8-9=-283/621 WEBS 1-12=-302/636, 2-12=-294/179, 6-8=-664/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Expi C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 1991b uplift at joint 13 and 190 lb uplift at joint 8. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9) 'NAILED' indicates 3-1 Od (0.148'x3') or 3-12d (0. 148'x3.25') toenails per NOS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120lb down and 139 lb up at 3-0-1, and 120 lb down and 139lb up at 5-7-4 on top chord, and 43 lb down at 3-0-1, and 43 In down at 5-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-70, 23=-70, 5-6=-70, 6-7= 70, 8-13= 20, 3-4=-70, 4-5=-70 Concentrated Loads (Ib) Vert: ll=-19(F) 10=-19(F) 14=-16(F) 15=-16(F) 16=-6(F) Walter P. Finn PE No.22839 81 rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 QWARNING-VdIydeslgnparamateraadRB DN01E5 ON MISANO INCLUDED MREKNEFENANCEPAGEM67473mv. lareY1a15BEFol USE Design valid for use only with Ml connectors. This design is based only upon parameters shown. antl Is for an Individual bullding component, not a truss system. Before use, the building designer must verify me cppllcobimy of design parameters and properly Incorporate this design Into the overall building design. Brocing Indicated is to prevent buckling of hall truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 13 always required for stability and to prevent collapse with possible personal inlury and property damage, For general guidance regarding the fabricalon. storage, delivery, erection and bracing of tames and truss systems sesA SunpN Guamy Criteria, DSB419 and SCSI Buld11D Component 6904 Parka East BNd. Solely Infermalbn rvollable from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T15459675 1689606-SYNERGY-HOW NO3 GABLE 1 1 Job Reference o tional d d 0.6uSUM oLu l a MI I eFInaas[nes, no. vvea Vq J I ins: I IM I 4M a rage I ID:gll8wLVN16YkTT7fiBJ8hFyw6EN-5LXOow6kE2VIsEEzw4MFXM EsRLM FsbIN13KBZ6yNyNO 4x6 = 2 Scale =1:17.5 .b d 4 3x4 % 2x4 II 30 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(L) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - rite 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=15B/9-6-13, 3=158/9-6-13, 4=409/96-13 Max Horz 1=-05(LC 13) Max Uplift 1=-69(LC 12), 3=-75(LC 13), 4=-114(LC 12) Max Grove 1=162(LC 23), 3=162(LC 24), 4=409(LC 1) FORCES. (lb) - Max. CompJMa r. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-269/328 PLATES GRIP MT20 244/190 Weight: 29 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasdl32mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.1 S; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69lb uplift at joint 1, 75 lb uplift at Joint 3 and 114 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 QWARN/NG-VedrydestgnparameterssndaEADNOT£S ON THIS AND WCLUOEOMITEKFEFENANCE PAGE W1473rev. 1NAi2p15BEFORE USE Oeslgn valid for use only with MRelt® connectors. This design Is based only upon parameters shown. and Is for on Individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a to prevent buckling of Individual from web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems seeAN5VIP11 Qua, criteria. Deal and SCSI Belding component Safety InfammibMvoilobie from Truss Plate Institute, 218 N. We Sheet. Suite 312. Alexantlda. VA 22314. M!Tek' 6904 Palled East Blvd. Temps, FL 33810 Job Tnus Truss Type Oty Ply T7545967fi 1589606-SYNERGY-HOW Not Valley 1 1 Jab Reference (optional) bullaers FirsISOurce, Fort Piece, FL 34945 g 2x4 8.220 s Oct 6 2018 MiTek Industries, Inc. Wed Oct 31 08:14:37 2018 Page 1 ID:gilBwLVNi6YkTT7fiBJBhFyw6EN-SLXOow6kE2VIsEEzw4M FXMEvXLOOscGNi3KBZ6yNyNO 5.00 12 2 3x4 = 20 Scale =1:6.3 i Plate Offsets (X Y)— f2:0-2-0Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 'BC 0.07 Vert(CT) n/a - n/a 999 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/Size) 1=85/3-3-10, 3=85/3-3-10 Max Hom 1=-B(LC 13) Max Uplift 1=-30(LC 12). 3= 30(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc pudins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301b uplift at joint 1 and 30 lb uplift at joint 3. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cad6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2018 Q WARNING -Verily OeslgnpanmeremanOREAp NOTES ON MISANDWCLUDWMR KREFERANCEPAGEM674Mmre I&TI32D1SDEFORE USE valid for use only with MTekS connectors. This design Is based only upon parometers shown, and Is for an Individual building component, not Mt a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate thb design Into the overall building design. Bracing Indicated a to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is aiwoysregutred for stability and to prevent collapse with possible personal hlury and property damage. For general gubance regarding the fabrication, storage, deMery, erection and bracing of fmsses and muss systems, seeANSVMII Quality Chub, DSE419 and BCSt Building Component 6904 Pahl East Blvd. Safety Informatbnovarable from Truss Plate Institute, 218 N. We Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Type City plyT154WLA5 ;TWs Valley 3 1 Job Reference (optional) euiiuere rnewuume, ran'race, " evo 2x4 i o.ezu s uct b eut d Me I ex mousmes, Inc. wed Ur n a I uo: Trmb aula rage 1 ID:gllg.LVN16YkTT7fiB18hFyw6EN-ZX5m?G7M_Ld9UOpAUotU3Zn4UIMb3V W v43k5YyNyN7 5.00172 2 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) Na - Na 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vem(CT) Na - Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOR(CT) -0.00 2 Na Na BCDL %0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=56/1-11.6,2=44/1-11-6,3=12/1-11-6 Max Hom 1=30(LC 12) Max Uplift 1=-17(LC 12), 2=-36(LC 12) Max Grav 1=56(LC 1), 2=44(LC 1), 3=25(LC 3) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. scale =1:6.9 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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-M wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171b uplift at joint 1 and 36 lb uplift at joint 2. Walter P. Finn PE NoIH39 61iTek USA, Inc. FL Cod 6634 6904Parke East Blvd. Tampa FL 33610 Dale: October 31,2018 AWARNNG-yeNtydesl9npardmefersend READ NOTES ONTHSANDNCLUDEDM REFEB.WCEPAGEWTIMre,IGU1Re15BEFORE USE Design valid for use any with MrekO connectors. This design Is based only upon porameters shown, and Is for an individual budding component not a hum system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated b to prevent bucking of Irdividual hum web and/or chord members only. Adtlltlonal temporary and permanent bracing b always regulrod for stability and to prevent collapse wim pomble personal Injury and property damage. For general guidance regarding the MiTek' fobncallon, storage, delivery, erection and bracing of trusses and hum systems seeANBUrPII Qua' yCmeda, DSB49 and SCSI Building Component 6904 Parke East Blvd. Sabty mformalbnavollable from Tess Plate Institute, 218 N. Lee Street suite 312, Alexontlrlo. VA 22314. Tampa, FL 33610 Job Tnus Truss Type pry ply T75459678 1589606-SYNERGY-HOW ND6 Valley 3 1 Jab Reference (optional) a.azu s-M b bide mu en Inausmes, inc.vvea VCt al aa:14MV ema rage 1 ID:gll8wLVN16YkTT7fiBJehFyw6EN-11f8Dc8 Ifi06YOM1 VOjcnKBK93CKW1g9Npld7yNyN_ 20 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ve all Ida - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) rda - n/a 999 BCLL 0.0 ' Rep Stress [nor YES We 0.00 Horz CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Malrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (IWsize) 1=140/3-11-6, 3=140/3-11-6 Max Horz 1=73(LC 12) Max Uplift 1=-43(LC 12). 3=-73(LC 12) FORCES. (Ib) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. 2 3 Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 131b FT=20% Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Structural wood sheathing directly applied or 10-0-0 oo bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 73 lb uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6SU Parke East Blvd. Tampa FL 3361D Date: October 31,2018 ,&WARNING-yerKydes/enparamefersand READNOTES ON TNISAND INCLUDED M/TEKREFERANCEPAGEMR7473rov. 1aN320rSSEFOREUSE. Design valid for use only with MRekg connectors. This design B based only upon parameters shown. and is for an Individual b W ding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of hdlvldual rhos "t, and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal htury, and property damage. For general guidance regarding the fobricanon, storage, delivery, erection and bracing of trusses and truss systemu sra mSVIPIt DualBycMnb, DS849 and SCSI BuldhB Component beet Parke East BNd. Safety Nformalbrlwalloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Mexantldo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply T15459679 1589606-SYNERGY-HOW ND/ Valley 1 1 Job Reference (optional) owmnrs raswuurw, roll mace, IL 44V40 8.220 s Uct Inc. Wed UCI 3108:14:402018 Pagel r i 2x4 i 5.00 12 2 3x4 = Scale = 1:7.2 2x4 3 6 Plate Offsets _(X Y)-- I2:0-2-0 Edoel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n1a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HDrz CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc pudins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=108/3-9-9, 3=108/3-9-9 Max Hom 1=10(LC 12) Max Uplift 1= 37(LC 12), 3=-37(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. II; Ex C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37111 uplift at joint 1 and 371to uplift at joint 3. Walter P. Finn PE No32639 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2018 Q WARNNG. Vedfydsgnpardmer..CREAGNOTE60NTXMDNCLUDMUM KREFERANCEPAGEMIP7MY v. IhDUMVISBEFOREUSE Design valid for use only wlm MTek® connectors. Th8 design k basetl only upon parameters mown, antl Is far an IntlMtlual building component, not a nuA system. Before use, the building designer must verity the oppllcobl" of design parameters and properly Incorporate mis tlesign Into the overall builtling tleggn. BraGng lntlicatedb to prevent bucWing of lndlvdual truss web and/orchord members only., Addinon.1 temporary antl permanent bracing MTek' b alwaysrequlred for stobany and to prevent collapse wlm possible personal bjury antl property damage. For general gultlance regartling Me IObrlcaHon, storage, tlelNery, eracnon antl bracing of busses and buss systems seeANSI/IP11 CualMy Cdlflrla. OSad9 antl aCSI lWldbM Cpmpmunt 6904 Parke EW BNd. Sorely Nfprmplbmvolloble from Truss Flote Insmute. 2' a N. Lee steel. Sun. 312. Alexondrlo. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION -11 1 374 Center plate on joint unless x, y 01 14-offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-'rid' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate Width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION '7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing If indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in lxfeenihs scale) IIII (Drawings not to state) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI t section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. dlagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing a110 R. spacing, or less, If no calling Is installed, unless otherwise noted. 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. 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria,