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Home My WebLink AboutTruss® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 2045246-SYNERGY-DYER - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: SYNERGY HOMES Project Name: DYER Model:. Tampa, Fl-33610-4115 Lot/Block: . Subdivision: . Address: 15360 SKY KING DRIVE,. City: PORT SAINT LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/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 98 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T19249660 A01 1/27/20 23 T19249682 C06 1/27/f 2 T19249661 A02 1/27/20 24 T19249683 C07 1/27/2 3 T19249662 A03 1/27/20 25 T19249684 CJ1 1/27/2 4 T19249663 A04 1/27/20 26 T19249685 CJ3 1/27/2 5 T19249664 A05 1/27/20 27 T19249686 CJ4 1/27/2 6 T19249665 A06 1127/20 28 T19249687 CJ5 1/27/2 7 T19249666 A07 1/27/20 29 T19249688 CJll 1/27/2 8 T19249667 A08 1/27/20 30 T19249689 CJ21 1/27/2' 9 T19249668 A09 1/27/20 31 T19249690 CJ22 1/2M 10 T19249669 A10 1/27/20 32 T19249691 D01 112714 11 T19249670 All 1127/20 33 T19249692 D02 1/27/2 12 T19249671 B01 1/27/20 34 T19249693 D03 1/27/2' 13 T19249672 B02 1/27/20 35 T19249694 D04 112714 14 T19249673 B03 1/27/20 36 T19249695 D05 1/27/, 15 T19249674 B04 1/27/20 37 T19249696 D06 1/27/, 16 T19249675 B05 1127/20 38 T19249697 D07 1/27/2 17 T19249676 B06 1/27/20 39 T19249698 DOB 1/27/2 18 T19249677 C01 1/27/20 40 T19249699 D09 112714 19 T19249678 CO2 1/27/20 41 T19249700 D10 1/27/2' 20 T19249679 CO3 1/27/20 42 T19249701 Dll 112714 21 T19249680 C04 1/27120 43 T19249702 E01 1/275 22 T19249681 C05 1/27/20 44 T19249703 E02 1/27/2 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIfTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2. F►I.E copy p�11 F F I Ip�4 �No 22839 3: O: STATE OF :�4U i l�S'c40R1 pi4'S,ONA' �% S Walter P. Finn PE No.22839 MiTek USA, Inc. Fl- Gen 6634 6904 Parke East Blvd. Tampa t133610 Date: January 27,2020 Finn, Walter I of 2 w RE: 2045246-SYNERGY-DYER - Site Information: Customer Info: SYNERGY HOMES Project Name: DYER Model: . Lot/Block: . Subdivision: . Address: 15360 SKY KING DRIVE,. City: PORT SAINT LUCIE State: FL ► 6, 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 Seal# T19249704 T19249705 T19249706 T19249707 9249715 9249716 9249717 Truss Name Date T19249742 N13 T19249743 N15 T19249744 N16 T19249745 P01 T19249746 P02 T19249747 P03 T19249748 PO4 T19249749 P05 T19249750 P06 T19249751 P07 T19249752 V01 T19249753 V03 T19249754 VO4 T19249755 V05 T19249756 V06 T19249757 V07 2of2 Job Truss Truss Type Cry Ply T19249660 2045246-SYNERGY-DYER A01 Hip 1 1 Job Reference (optional) Builders First Source, Plant Gity, FL-32566. 8.240 a Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:11 2020 I O:ql lSwLVNi6YkMfiBJ8hFyw6EN-riwmAgFa9_Lnvog6KxLwmK6gS5fxX13aAECl Scale = 1:86.7 5x8 = 3x6 11 54 = 5.00 12 6 7 8 21 0 5x6 = 1° 44 4. ,a .1 4r a° 16 1J 1413 °O 12 41 11 3x6 = 3x8 = 3.6 = 3x8 = 3x6 = 3x6 = 3x4 II 3x6 6x8 = 17-fi-5 27-0-0 34-2-0 34F1%' 40-3.4 48-0-0 N8.11-5 , 1-5 8-7-0 9-5-11 7-2-0 0-8-0 5-5-4. 5.842 Plate Offsets(X,Y)-- 14:0-3-0,0-3-41.16:0-5-12,0-2-81 [8:0-3-00-2-4] 114:0-3-80-3-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ven(LL) -0.27 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.55 16-17 >734 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.08 14 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 3181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3'ExcepV WEBS 6-14: 2x4 SP No.2 REACTIONS. (Ib/size) 2=1416/0-8-0, 11=-9/0-6-0, 14=2787/0-6-0 Max Hoa 2=487(LC 12) Max Uplift 2=-502(LC 12), 11=317(LC 23), 14=-1035(LC 12) Max Grav 2=1416(LC 1), 11=231(LC 24), 14=2865(LC 2) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2588/1923, 3-4=-2337/1836, 4-5=-1526/1197, 55=-445/494, 6-7=-180/592, 7-8=-183/595, 8-9=-292/658, 9-10=-115/315, 10-11— 191/355 BOT CHORD 2-19= 2246/2274, 17-19— 1496/1707, 16-17— 806/1047, 14-16=-82/347, 13-14= 592/603, 12-13=-254/176 WEBS 3-19= 379/653, 4-19=-623/644,4-17=-743/871; 5-17=-665/943, 5-16=-1154/1185, 6-16=304/1207, 9-13=-773/945, 9-12=-210/529, 10-12=-406/288, 7-14=-792(777, 6-14=-1679/1291 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. i Row at midpt 5-17, 5-16, 6-16, 9-13, 10-12, 7-14 2 Rows at 1/3 pts 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=15f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pal 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 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 502 lb uplift at joint 2, 3171b uplift at joint 11 and 1035 He uplift at joint 14. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 AWANN/NG- Verlly dedgra parsirn ersend NERD NOTES ON 7NISANO WCLUDEDAs1TKBEF fzuvCEPAGEMa74M.K 10413,20/56EFORE USE. Design volid for use only with MRada connectors. ihls tleslgn is bosed only upon parameters shown. and Is for an Individual bulitling component, not ��- a truss system. Before use, Me bulitling designer must verify the oppllcablllty, of design parameters and properly Incorporate this design Into the overall bulitling design Brocing Indicated is to prevent buckling of Individual truss web and/or chard members only. Acalflortal 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 fobticallon. storage. delNery, erection and bracing of trusses and muss systems, seeANSVIPII Quality CMeria, DStd9 and BCSI tutdNg Component 69M Parke East BNd. Safety Nfam1 Wblyrvallable from Truss Plate Insfill 218 N. use Shoot, Suite 312, Alexandria VA 22314, Temps, FL 33010 Job Truss Truss Type Oty Ply T19249661 2045246-SYNERGY-DYER A02 HIP 1 1 Job Reference (optional) tlUlwors First Source, Here Lilly, 1-1--a2bbb, U.29V 5Isea 04U is mlI ii ln.usmea, nu. men dun cr m:rs. is ram rays I ID:g118wLVNi6YkTT7fBJ8hFyw6EN.n52WaLGghbbZ96pUSMNOh1 PRAGnePTBM2UjJg7zr6SC a01aa aea-0 2 e-0 74)O 15-0a 19-11.1 250E 2900 z,ia 32,35�1 4mOa 441-12 .182 , zee I 44-0 I e-0-0 1 ann 1 5815 I 44se 1 znno i zoo 11-n-4 H az-0 41nz 1s12L 0-11-12 03.e Scale = 1:85.4 d 2.4 II 5x6 = 3x6 = 46 = 5x8 = 6 7 29 30 a 9 10 " 2x4 II Axis= art = 5x8 = 17 '- '- '9 6xa = _ 3.6 11 3.4 11 3x4 II 3x6 5.8 II 4.6 = 6x8 = 36.10.0 4&Oa 28-0 7-0-0 150-0 17-0-0 1941.1 25-00 3F9-0 33-01-0 35-10.0 444-02 441g0 29-0 44-0 e40 24a 2.11.1 5815 6e0 23Q till-4H >-342 OB41 o-it-t2 12-0 Plate Offsets (X Y)- [4:0-3-00-3-0] [6'0-3-0 0-2-41 [10'0-5-0 0-241. [14:03-8 0-4-81 if 6:04-80-1-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Veri -0.30 18-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Ved(CT) -0.53 18-19 >755 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.89 HOrz(CT) 0.22 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.12 14-15 865 360 Weight: 367111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 6-10: 2x4 SP No.1, 1-3: 2x8 SP 240OF 2.0E BOT CHORD BOT CHORD 2x4 SP No.1 -Except' WEBS 1-24: 2x4 SP No.2, 2-24,13-17: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 8-16: 2x4 SP No.1, 11-25: 2x4 SP M 31 JOINTS WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1485/0-8-0, 13=810/0-6-0, 16=2373/0-6-0 Max Ho¢ 1=457(LC 12) Max Uplift 1=-539(LC 12), 13=-32(LC 13), 16=381(LC 9) Max Grav 1=1485(LC 1), 13=1063(LC 27), 16=2555(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-822/158, 2-3=-3628/2082, 3-4=-2464/1445, 4-5=-1757/1223, 5-6=-11471927, 6-7=-1004/937,7-8=-111/349,8-9=-297/335, 9-lD=-290/322, 10-11=-390/249, 11-12=-268/0, 12-13=-1244/0 BOT CHORD 2-23=-2371/3489, 22-23=-2350/3476, 20-22=1462/2148, 19-20- 1093/1549, 18-19=413/580,14-15=-32/306 WEBS 3-22=-1370/990,4-22=-191/576,16-18=-2739/1057,e-18=-1349/257,8-15=0/1510, 15-25=-903/0,9-25=-1094/0,11-14=-770/449,12-14=-110/1286,10-26=0/717, 7-19=-591/1060,7-lB=-1430/913,4-20=-932/599,5-20=430/770, 5-19=-1029/793 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 3-22, 15-25, 11-25, 12-13, 7-19, 7-18, 4-20 , 5-19 2 Rows at 113 DIG 8-16 1 Brace at Jt(s): 25 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=170mph (3-second gust) Vasd=132ri TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-9-10 to 54-14, Interior(1) 5-4-14 to 25-0-0, Exterior(2) 25-0-0 to31-6-1, Interior(1) 31-6-1 to 36-10-0, Exterior(2) 36-10-0 to 434-1, Interior(1) 434-1 to 45-10-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.0Ib AC unit load placed on the interior chord, 40-0-0 from left end supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water pending. 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 20.0psf 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 = 10.0psf. 7) Ceiling dead load (5.0 psf) on member(s). 25-26, 11-26 8) Bottom chord live load (40.0 pat) and additional bottom chord dead load (5.0 psf) applied onlyto room. 14-15 9) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. JU) rmVlae meGI1d1114d14UII[IU00001Uy utllta J VI nuao ,U ucauuU P,u,c enyw,c u, .nu,a.v..v,..y oov iv vr•••. `-• l Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart6634 8904 Parke East Bind. Tampa FL 33610 Date: ,,.., n1 nnnn AWARNING.VerifydesignParametersaadREADNOTESONMISAND/NCLUDEDMREKREFERANCEPAGEMIA74Mnsv IW32015DEFOREUSE. MgeldR This designsh Is based only upon parameters own, and Is for an Individual buldIng component, not �� Design valid for use only with connectors. a hum system. Before use. the building designer must verity me oppllcablity of design parameters and properly Incorporate this design Into the overall Additional temporary and bracing MiTek' hurtling design. Bracing indicated is to prevent bucWing of individual truss web and/or chord members only. permanent Is always required for stabally and to prevent collop rs with possible personal inlury and property damage. For general guidance regarding the fabdcotlon, storage, delivery, erection and bracing of trusses and truss systems, seeAN31/1P11 Quality cMeria. OSS-09 and SCSI Building Component 69N Parke East Blvd. Tampa, FL 33610 Sofsry Informatbrnvallable from Two Plate InsflMe. 218. N. Lee Sheet Suite 312, Alexandria, VA 22314. Job Truss Type Oty Ply T79249661 2045246-SYNERGY-DYER �TAD2 HIP 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 a Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:13 2020 Page 2 ID:gll8wLVNi6YkTT7fiBJehFyw6EN-n52W aLGghbbZ96pUSMNOh1 PRAGnOPTBM2UjJg7zr6SC NOTES- 11) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Q WARNING-VeNyy Eeslgn parametere antl READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAOEMII-T47a rev. 1WMOISBEFOREUSE. Et Design volld for use only with Maeldil connectors. This tleslgn Is based only upon parameters shown, antl Is for an Intlividual bulltling component, not o truss system. Before use, the bulltling tleslgner must verify the appllcablliry of tleslgn parameters and properly Incorporate this design Into the overall bWltling tleslgn. &acing lntllcatetl is to prevent buckling of I dual puss web and/or chord members oNy. AddlNonal temporary antl permanent bracing MiTek' b always requ0ed fw slabiliN and to prevent collapse with posvble personal INury antl propeM damage. For general guidance regortling the fob4cofion storage. tlelNery, erection antl brocNg of trusses and truss systems SeeAN31/IP11 CuaOY CRrrM, DS!-09 and EC51 WiEFy Componrrnl 6904 Parke Eas16Nd. Sahty MrprmalbrWolioble hom T. Rate InsllNte. 215 N. Lee Sheet, Sulte 312 Alexantlrlo. VA 22 14. Tampa, FL 33610 Job . Truss Thus Type Oty Ply 96 T192462 204524GSVNERGY-DYER A03 HIP 1 1 • Job Reference (optional) builders rRst bource, Hlam uty, 1-1-- 32565, 5.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:15 2020 Page 1 ID:g118wLVNi6YkTT7fiBJBhFyw6EN-jU9H7114DDrHOPzIZnPsmS Vnb3V2tNcfVoCOvuzr6SA boo 2-Ba ]ae 15-0-0 23-0-0 Mu 3108-0 P&11-0 3i10d 39-led "a 40.112 4SB1B I z-so [ a4a l aoa I eaa I sus l a1.10 I zoo 1-n-0 I z-n-lz Sz�llalz^ o3a Scale = 1:133.3 2.4 11 5.00 r12 5x8 = 3x6 = 3xB = 5x8 = 5 6 28 29 7 8 9 31 '- 2x4 I � x6 = 3.8 MT20HS = 3x6 = 3x6 = 15x8 I I 6x8 = 3x4 I 3.4 11 3.6 11 6xB = 6xB = 4-0 28-0 T-0-0 15-0-0 1]-0-0 2360 26 : TA:. 33-11-0 LVIN AMU 441-12 1 2a-0 4-00 eA0 240 566 3-1-10 230 1-01-0 2A1-12 5a-129111 - Plate Offsets(X,Y)-- [4:0-4-0,0-3-41 [5:0-5-4,0-2-4] [9:0-5-120-2-81 [13:0-3-80-4-81 [14:0-3-80-4-01 f15:0-4-80-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L-) 0.27 21-22 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.44 21-22 >896 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.23 12 Na n/a BCDL 10.0 Code FBC2017riP12014 Matrix-SH Attic -0.12 13-14 871 360 Weight: 356 lb FIF=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x8 SP 240OF 2.0E BOT CHORD BOT CHORD 2x4 SP No.2 -Except- WEBS 2-23,12-16:24 SP No.2, 2-20: 2x4 SP No.1 WEBS 2x4 SP No.3'Except* JOINTS 7-16,10-24: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1481/0-8-0, 12=797/0-6-0, 15=2389/0-6-0 Max Ho¢ 1=440(LC 12) Max Uplift 1=495(LC 12). 15=-438(LC 9) Max Grav 1=1481(LC 1), 12=1038(LC 27), 15=2578(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-820/138,2-3=-3583/1966, 3-4=-2474/1406, 4-5=-1421/946, 5-6=-777/692, 6-7=-78/253, 7-8=-242/261, 9-10= 794/30, 10-11=-278/0, 11-12=-118910 BOT CHORD 2-22=-2236/3441, 21-22= 2217/3428, 19-21=-1440/2167, 18-19= 763/123Q 17-18=-452/777, 13-14=-111263 WEBS 3-21=-1300/917,4-21=-158/613,4-19=-1201/841, 5-19= 423/885, 5-18= 909/599, 6-18=-455/967, 6-17= 1524/908,15-17=-2808/1065, 7-17= 1445/306,7-14=-25/1202, 14-24=-517/32, 24-25=0/486, 10-25=0/468, 10-13=-621/301, 9-24=-690/0, 11-13=-25/1101, 9-25=0/420 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-0-8 oc bracing. 1 Row at midpt 3-21, 4-19, 5-18. 6-17, 11-12 2 Rows at 1/3 pis 7-15 1 Brace at JI(s): 24,25 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vascli 32mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 23-0-0, Exterior(2) 23-0-0to 29-6-1, Interior(1) 29-6-1 to 38-10-0, Exterior(2) 38-10-0 to 45-4-1, Interior(i) 45-4-1 to 45-10.4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 401 AC unit load placed on the Interior chord, 40-0-0 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 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide Walter P. Finn PE No.22839 will fit between the bottom chord and any other members, with BCDL= 10.Opsf. MiTek USA, Inc. FL Cad 6634 8) Ceiling dead load (5.0 psQ on member(s). 24-25, 10-25 6004 Parke East Blvd. Tampa FL 33610 9) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 13-14 Date: 10) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. January 27,2020 Q WARNING- Vemydeelgn perametersand BEAD NOTES ON TN/SAND/NCLUDEO MIfEKNEFENANCEPAGEM/N4]JreV. IGUlIcOISHEFONE USE Design volid for use any with MBekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not c hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and from systems, seeANSI/IPII Quality Cdllda, DS549 and BCSI Bulding Component Safety Infarmatancr ailobl9 from Truss Plate Imtilute. 218 N. Lee Sheet. Suite 312. Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job . Truss Truss Type Oty Ply T19249662 2045246-SYNERGY-DYER A03 HIP 1 1 Job Reference o dorsal Builders First Source, Plard City, FL- 32566, 8.240a Dec 62019 MiTek Industries, Inc. Mon Jan 27 15:43:15 2020 Page ID:gll8wLVNi6YkTT7fi BJ8hFyw6EN-jU9H4114DDrHOPnZnPsmSVnb3V2tNcf VoCDvuzr6SA NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 Ib uplift at joint 1 and 438 lb uplift at joint 15. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. QWARNNG- Vereydessnperemeten and HEAD NOTES ON THIS AND NCLUDED MREKREFERAAfCE PAGE M 7473mv. laN3QpiS BEFORE USE Wit valid for use only with M9ek®connectors.IDh design Is based only upon parameters shown, and k for an InaNitluol building component, not a truss system. Before use, the bulltling designer must veilfy the applicabllpy, of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of individual hues web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stabllily and to prevent collapse with possible personal Injury and properly damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of hussar and hum systems, weANSI/IPII Quality CMMo. DSB49 and SCSI Building Component 69" Parka East BNd, Safely Inlormatbrgvollable from Truss Plate Inshfute, 218 N. Lee Sheet, Suite 312 Alexandra. VA 22314. Tempe, FL 213610 Job Truss Truss Type Oty Ply T19249663 2045246-SYNERGY-DYER A04 HIP 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Man Jan 27 15:43:16 2020 Page 1 ID:gil8wLVNi6YkTT7fiBJBhFyw6EN-CgIfDNJi_W z80ZY37Uw5Jfl?frrlcpyokSyzRKzr6S9 Y-00 ]8a 15A2-0211<I 00 4pbaa 0.1-12 5-18]_ 0 4.t.1lO3-12 3122if oaa Scale =1:83.3 2x4 II 5x8 = SxB = 3.6 = 5xe = 5.00 Fl2 5 6 7 8 9 28 3x6 C u q `. 2.4 4x6 = site = are = 3x8 = 1 '- .. 6x8 = 6 11 "' 3x.4 II 3x4 11 3x6 11 axe = 6x8 = 4600 z �]Y o Iat1z 4atW1a1a-0 z0 d1-0 2084 4I bo-o- 2B0 42 rlb68� 1-20 Plate Offsets (X )— [5:0-5-12 0-2-81 [7:0-3-00-3-01 [9:0-5-12 0-2-e1 113:0-3-8 0-4-81 [14:0-3-8 0-4-0] [15:0-4-8,0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(ILL) 0.26 22 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.45 21-22 >884 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horn(CT) 0.22 12 1 n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.12 13-14 886 360 Weight: 347 lb F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-23,12-16: 2x6 SP No.2, 2-20: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 *Except* JOINTS 7-15: 2x4 SP'No.t, 10-24: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1468f0-8-0, 12=761/0-6-0, 15=2438/0-8-0 Max Hoe 1=423(LC 12) Max Uplift 1=-481(LC 12), 15=-501(LC 9) Max Grav 1=1468(LC 1). 12=995(LC 27), 15=2599(LC 2) FORCES. (III) -Max ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-813/118, 2-3---3567/1949, 3-4=-2424/1393, 4-5=-1585/1052,5-6_ 923(725, 9-10=-1008/0, 10-11=-282/12, 11-12=-1168/0 BOT CHORD 2-22=-2257/3428, 21-22— 2237/3415, 19-21=-1422/2123, 18-19=884/1390, 17-18=-544/923 WEBS 3-21=-1341/943,4-21=177/575, 4.19=-1023/747, 5-19=-454/812, 5-18=-788/548, 6-18=-355/831,6-17=-1604/982,15-17=-2822/1107,7-17=-1499/355,7-14=-109/1253, 14-24=-580/136; 8-24=-233/253, 24-25=Of778, 10-25=0/746, 10-13=-521/152, 9-24=-890/0, 11-13=0/1040, 9-25=0/385 Structural wood sheathing directly applied or 2-2-0 oc purfins, except end verticals. Rigid ceiling directly applied or 4-0-9 oc bracing. 1 Row at midpt 3-21, 4-19, 5-18, 6-17, 7-15, 11-12 1 Brace at 11(s): 25 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=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Expo C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 21-0-0, Exterior(2) 21-0-0 to 27-6-6, Interior(1) 27-6-6 to 40-10-0, Exterior(2) 40-10-0 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 400.01b AC unit load placed on the Interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opst Walter P. Finn PE No.22839 7) Ceiling dead load (5.0 psf) on member(s). 24-25, 10-25 MiTek USA Inc. FL Cad 6634 8) Bottom chord live load (40.0 Dial) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 6904 Parke East Blvd. Tampa FL 33810 9) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Date: capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 481 Ib uplift at joint 1 and 501 lb uplift January 27,2020 Q WARNING. Verllydesl9n penimefeesand READ NOTES ON TN/SANOINCLUDED MREKNEFENANCEPAGEMI74n rev. 1110,310166EFONEUSE for MRek® lhts design Is based only upon coronation; shown. and Is for an Individual building component, not �� Design valid use only with connectors. a truss system. Before use, the building designer must verify me oppllcabllity, of design parameters and properly Incorporate this design Into the overall Additional temporory and bracing MiTek' building design. Bracing Indicated is to prevent buciding of Individual truss web and/or chord members Only. permanent Is always required for stability and to prevent collapse wdh possible personal injury and property damage. For general guidance regarding the fobricafion storage. delivery, erection and bracing of trusses and truss systems, seeAalia 1 Cat" Cmodo. DSB49 and SCSI guiding Componrrnt Safety Informatbrvavoilabte from Truss PlOte Institute, 218 N. Lee street Suite 312. Alexandria VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job + Truss Truss Type City Ply T19249663 2045246-SYNERGY-DYER A04 HIP 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:43:16 2020 Page 2 ID:qIIBwLVNi6YkTT7fiBJ8hFyw6EN-CgifDNJi W zBOZY37Uw5Jfl?fTrlcpyokSyzFiKzr6S9 NOTES- 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. QWARNING- wd1ydsrgnpmemel,..dNEAONOTES ON TNISAND INCLUDED MREKNEFERANCEPAGEMIF747Jre¢ laMYlafS BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not truss Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall a system. bulldingdesign. Brccing Indicated lsto prevent buckling of individual hers web and/or chord members only. Additional temporary and permanent bracing MiTek' B always rewired for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding me fabrication, storage, calNery. erection and bracing of inures and muss systems, seeANSVI Cuall crBsM. DS549 and SCSI Isuldhp Component 69" Parka East Blvd. Safety Infcrma6msavailabie from Taus Plate InstlMe. 218 N. Lee Sheet Suite 312 Alexandria. VA 22314. Tempe, FL 33610 Job Truss Truss Type Oly Ply T19249664 2045246-SYNERGY-DYER A05 HIP 1 1 Jab Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:43:17 2020 Page 1 ID:gll8wLV N16YkMfi BJBhFyw6EN-gsH1 O)JKIgS?ej7GhCSKrtaAhtAsLFpyy6h W mzr6S8 45s8 tea )Da 12ae 19aa 28dd 31-0-0 3311-0 3S1ad 40 40 42.10a 4a14y 46ga z-ea I aT. 1 sea I 7-0-0 1 lid 1 s14o I zaa I1-n4I a1-12 1 2-1� 8 14 12 Scale = 1:86.5 3x6 2x4 11 2x4 = 5x8 = 3x6 = Sx6 = 5x8 = 5.00 12 5x8 C 5 29 6 7 830 9 10 11 2x4 11 3x6 = 3x8 = 3x6 = 16 5.8 I l y - V - 3x4 11 3x6 = 3x4 II 3x6 II 6x8 = 6x8 = 4a10-0 2-ea 7aa 12a0 17aa 19aa 25dd 31.0-0 3311-0 3540d 42-lea 441-12 46aa 2-0a a4. 5-00 s-0-0 2-0-0 7dd 5-1-to 2da FIN 1 641.12 1312-2 084 Plate Offsets (X Y)- r5:0-5-4 0-2-41 [7:0-3-0 0-3-01 r9:0-5-12 0-2-81 f13:0-3-8 0-0-81 fl4:0-3-8 0-0-0] [15:0-4-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.81 Vert(LL) 0.24 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.3919-21 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.21 12 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Attic -0.11 13-14 904 360 Weight: 344 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-23,12-16: 2x6 SP No.2, 2-20:2x4 SP No.1 WEBS WEBS 2x4 SP No.3 *Except* 24-25; 2x4 SP M 31, 11-12: 2x6 SP No.2 JOINTS WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1458/0-8-0, 12=731/0-6-0, 15=2470/0-0-0 Max Harz 1=407(LC 12) Max Uplift 1=-490(LC 12). 15=-590(LC 9) Max Grav 1=1458(LC 1), 12=958(LC 27), 15=2638(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-807/106, 2-3=-3411/1920, 3-0= 2729/1629, 4-5=-1824/1148, 5-6---1123f793, 9-10=-1135/0, 10-11=-281/20, 11-12=-1176/0 BOT CHORD 2-22=-2229/3260, 21-22=-2214/3246, 19-21=-1722/2450, 18-19=-1068/1605, 17-18=-683/1122 WEBS 3-21=-869/650,4-21=-190/523,4-19=-1013(780, 5-19= 346/704, 5-18=-700/540, 6-18=-294/743, 6-17=-1743/1112,15-17= 2834/1152,7-17=-1529/393,7-14=-177/1296, 14-24=-6571229, 8-24=-353/380, 24-26=0/955, 13-25=454/47, 1025— 703/0, 9-24=-1060/0, 11-13=0/1031, 9-26=0/519,10-26=0/986 Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. Rigid ceiling directly applied or 3-11-10 oc bracing. 1 Row at midpt 4-19, 5-18, 6-17 2 Rows at 113 pts 7-15 1 Brace at Jt(s): 26 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.Opsh h=1 Sit; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 19-0-0, Exterior(2) 19-0-0 to25-6-1, Interior(1) 25-6-1 to 42-10.0, Exterior(2) 42-10-0 to 45-9-4 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) 400.0I1b AC unit load placed on the interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 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, with BCDL= 10:0psf. Walter P. Finn PE No.22839 7) Ceiling dead load (5.0 psf) on member(s). 24-26, 25-26 MiTek USA, Inc. FL Cart 6634 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 Pat) applied only to room. 13-14 6904 Parke East Blvd. Tampa FL 33610 9) Bearing at joint(s) 1 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verity Data: capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4901b uplift at joint 1 and 590 Do uplift January 27,2020 ®WARNING- Verily Eeslgnpemmelere eMJREAD NOTES ON THISAND INCLUDED MREKREFERANCE PAGEMIP7473 rev-1a 015 BEFORE USE. ��- DeslBn valltlfor use only wlm MBekw comectors. lhls deegn Is based only upon parameters shown. and Is for pn InoNldual bullGing component, not G Huss system. Before use, the building dedgner must verity the pppllcabillN of tleslgn parameters and properly Incorporate Mis tleslgn Into the overall a Additional ferapprory and bracng MiTek' buading tleslgn BrpcNg intllcpietl kfo prevenfbuckling oft altluallrussw' and/or chord members only. pertnpnenf k always requVed fat stpbalty an, to prevent collapse wnh possible personal Inlury ontl property damage. FOl general gultlpnpe regarding the fabllcptiort storage. tlelNery, erection and bracing of trusses and to. systems. seeANSVIP1, Cua@Y CMeM, DSEA9 ontl aC91 lulEhp Campan¢nt 6904 Parke East BNd. Tampa, FL 33610 SOfity sefprmptbtlwailoN. ham Truss plate InvtiMe, 218 N. Ise Street Suite 312 Alexandtio, VA 22 14. Job Truss Truss Type Dry Ply T19249664 2045246-SYNERGY-DYER A05 HIP 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:17 2020 Page 2 ID:gllBwLVNi6YkTT7fiBJ8hFyw6EN-gsH1OjJKIg57ej7GhCSKnaAhtASLFpyy6hWznzr6S8 NOTES- 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.51 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. QWARNING- Varltydeaignparameteraend READ NOTES ON THIS AND INCLUDED MREKNEF£NANCEPAGEM&7473ma, 101)"9159EFONE USE. �� Design vold for use only with M6eM connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a has system. Before use. Me building dedgner must verify the applicoblliry of design parameters and property Incorporate this design Into Me overall I design. Grocing Indicated is to prevent buckling of Indhtltlual huss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Is ohvays required for stability and to prevent collapse wn possible personal Injury and property damage. For general guidance regarding the Blv d. tl. East fobrtlion. costorage, delivery, erection and bracing of trusses and has systems. seeANSInPl1 Qua11S8yy CrileM, DSB49 and SCSI Building Park p Component Tampa, Parke East B Safety Informown rvailable from Truss Rate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Job Truss Truss Type Oly Ply T19249665 2045y246-SYNERGY-DYER A06 HIP 1 1 Jab Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dee 62019 MiTek Industries, Inc. Mon Jan 2715:43:19 2020 Page 1 ID:gllBwLVN16YkMfiBI8hFyw6EN-cFPnrPLhGRLjt1 HeodUoxlfXggp7pA1 EOOAd2fzr6S6 ."a I TV I= 1s7-0z6 35 I 66o 11a a4a0U Io-1-12 a1BgI~ze 23s1d a1-12 zo Scale=1:81.7 2x4 II 5.00 12 5x8 3.6 = 3x8 = 3x6 =2x4 II 5x8 = axis II 5 31 6 7 8 9 32 10 1112 13 m 6 -' - 2x4 11 3x6 = 3x6 = 3x6 = 18 5x8 II 3x4 II 3x6 = 3x6 It 6xB = 4x6 = 6x8 = 46a0 z-e0 12d40 0 &V 3d4 na112 4 ]a-04-0 s4o 5US e44e 28o 1510-ao4 1-z-o Plate Offsets (X,Y)-- 15:0-5-12,0-2-81.112:0-3-0,0-2-41.115:0-3-8,0-4-81, f16:03-8,0-4-01.117:0-4-8,0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. OEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Ved(LL) 0.23 23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Ved(CT) -0.38 20-22 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.93 Horz(CT) 0.22 14 n/a n/a BCOL 10.0 Code FBC2017frP12014 Matrix-SH Attic -0.12 15-16 891 360 Weight: 3401b F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except' TOP CHORD 5-7: 2x4 SP No.l, 1-3: 2x8 SP 240OF 2.0E SOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-25,14-18:2x6 SP No.2, 2-21:2x4 SP No.1 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1467/0-8-0, 14=557/OS-0, 17=2249/0-6-0 Max Hom 1=3B9(LC 12) Max Uplift 1=-454(LC 12), 14=-122(LC 8). 17=-732(LC 9) Max Grav 1=1467(LC 1), 14=768(LC 27); 17=2422(LC 2) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-812/66, 2-3- 3463/1969, 3-4=-2728/1633, 4-5=2061/1296, 5-6=-1431/933 BOT CHORD 2-24=-2300/3314, 23-24- 2284/3300, 22-23- 1722/2435, 20-22=-1247/1856, 19-20=-894/1431 WEBS 3-23=-945(688, 4-23=-224/471, 4-22=-788/641, 5-22=356/13K, 5-20=-537/445, 6-20=-173/648, 6-19=-1917/1182, 17-19=-2650/1258, 8-19- 1389/560,8-16=-177/1017, 16-26=-298/205,26-28=507/699, 27-28=-507/699, 15-27=-321/297, 12-15=.57/811, 12-14=-957/128,10-26- 814/590,10-27= 715/530 Structural wood sheathing directly applied or 3-4-0 oc puffins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-20. 8-17 2 Rows at 1/3 pis 6-19 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132nr TCDL=5.Opst BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exteror(2) 0-9-10 to 5-4-14, Interior(1) 5-4-14 to 17-0-0, EMedor(2) 17-0.0 to 23-6-1, Interior(1) 23-6-1 to 44-10-0, Extedor(2) 44-10-0 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 8.01b AC unit load placed on the interior chard, 40-0-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 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, with BCDL=10.Opsf. 7) Ceiling dead load (5.0 psQ on member(s). 26-28, 27-28 8) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 15-16 9) Bearing at joint(s) 1 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 Ib uplift at joint 1, 122 lb uplift at joint 14 and 732 lb uplift at joint 17. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. Walter P. Finn PE No.22839 MiTak USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Dam: January 27,2020 Q wMNNQ-Verify design panniers end READ NOTES ON MIS AND WCLUDED MREKREFERANCE PAGE M67473 rev. 14N.Yle1S BEFORE USE Deslgn for Mil connectors. This design Is based only upon parameters shown, and Is for an Individual building component. nor �■ ■■ vclld use only with a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Additional temporary and perrncnent Dradng MiTek' building tleslgn. Brccing Indicated is to prevent buckling of Individual muss web and/or chord members only. Is always required for solollity, and to prevent collapse Win possible personal injury and property damage, For general guidance regarding the fabrication, storage,calvary,and Rl DSB-59 and SCSI Building Component ererom Sulfa 6904 Parke East Blvd. Tampa, FL 33610 Tian a Nlc Rafe Iracingeo218o Lee Sheaf, 312 AlAo�o, VA 1gMerle, Job Truss Type Oly Ply T79249666 2045246-SYNERGY-DYER �Tnces A07 HALF HIP 1 1 �J.I>Ritfitrence (optional) uullaem nmf source, ream any, 1-1.- 32bbb, b.24u s Use b Zinn Mu ex mausrrles, Inc. Man Jan er 10:4a:21 2uxu ID:qll8WLVNi6YkTT7fiBJ8hFyw6EN.YdXYG4Nro3bPi6KR1 W2W GOjlv8UYDH2JXtkfl o-In n.o-o >-,n Sarin nr.4-n oza.a czm.a nn., i.n a,,n, A,mn Aa.1.11 n6.n.n. d Scale=1:79.3 zx4 II 5.00 FIT SX8 = 3,05 = 5x6 = 2x4 II 3x6 = 5x8 = Axe = 6 7 8 9 10 11 34 12 13 5x8 = 26 3zB = 2322 21 37 20 36 19 19 17 16 15 14 2.4 11 5x6 = 5x6 = 3x6 = 4x6 6.8 = 2x4 3x4 Bx10'= 2x4 6x8 = 2-B-0 7-0-0 15-0-0 21-5.3 27-8.9 33-11-0 5-10-4 44-1-12 46.0.0 e.4.n a.n.n ass a.n.> a.o.> 1.11.A aa-a 11nnAI �6 Plate Offsets (X Y)— [1:0-4-11 0-0-01 [2:0.3-0 Edael [6:0-5-12 0-2-81. [8i0-3-0 0-3-0] [11:0-4-0 0-3-01 [15:0-3-8 0-4-8]. [17:0-4-0 0-3-81 [20:0-3-0 0-3-0] [24:0-2-8 0-3-12] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.22 23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.35 24 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 1.00 Horz(CT) 0.18 14 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Attic -0.11 15-16 921 360 Weight: 392 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD 1-4: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 14-18:24 SP No.2 WEBS WEBS 2x4 SP No.3 *Except' JOINTS 2-26: 2x6SP No.2 OTHERS 2x8 SP 240OF 2.0E LBR SCAB 1-4 2xB SP 240OF 2.0E both sides REACTIONS. (Ili/size) 14=769/0-6-0, 1=1489/1ifechanical, 17=2395/0-8-0 Max Ho¢ 1=357(LC 12) Max Uplift 1=-441(LC 12), 17=-578(LC 9) Max Gmv 14=977(LC 2), 1=1489(LC 1), 17=2562(LC 2). FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-693112, 2-3=-3316/1892, 3-4=-3448/2013, 4-5=-2980/1806, 5-6=-2943/1959, 6-7=-1823/1151,7-8=-1149/692, 10-11=-539/0, 11-12=-294/0, 12-13=-275/0, 13-14=-1133/0 BOT CHORD 20-21=-1279/1910, 19-20— 1151/1822, 17-19=-684/1132, 16-17=0/300, 15-16=0/292, 2-25=-2217/3163, 24-25=-2357/3411 WEBS 4-25=-260/279,9-17=-268/261,10-17=-1226/40,16-27=Of747,10-27=0/1037, 27-29=0/1229,28-29=0/1229,15-28=-611/111,13-15=0/1132, 8-17=-1704/1058, 8-19=-390/852, 7-20=-64/342, 7-19=-982/655, 11-27=-1157/0, 11-29=0/378, 11-281 5-24= 219/355,4-24=-852/588, 21-24_ 1210/1795, 6-24=-983/1248, 3-25=-181/303 Structural wood sheathing directly applied or 3-3-1 oc pudins, except end verticals. Rigid ceiling directly applied or3-10-5 oc bracing. 1 Row at midpt 13-14, 8-17, 6-20, 7-19 1 Brace at Jt(s): 29 NOTES- 1) Attached 7-7-4 scab 1 to 4, both face(s) 2x8 SP 240OF 2.0E with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 3-9-7 from end at joint 4, nail 2 row(s) at 4" D.C. for 3-1-11; starting at 0-0-6 from end at joint 4, nail 2 row(s) at 7" o.c. for 3.7-11. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-6-6 to 5-1-10, Intedor(i) 5-1-10 to 15-0-0, Exterior(2) 15-M to 21-5-3, Interior(1) 21-5-3 to 45-10.4 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) 400.0I1c AC unit load placed on the Interior chord, 40-0-0 from left end, supported at two points, 2-0-0 apart. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in at I 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) Ceiling dead load (5.0 psQ on member(s). 27-29, 28-29 8) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 15-16 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610. Date: January 27,2020 Q WARNING. Verify deslgnparemeters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMII.7473 rev. IWWO16 BEFORE USE. Design valid for use only with MUek® connectors. This design Is based only upon parameters shown, and Is for an Individual bu[Iding component, not a hum system. Before use, the building designer must very the opplaolellity of design parameters antl properly Incorporate this design Into the overall Additional temporary and bracing MiTek' building design. Bracing Indicated is to prevent buckling of individual truss web and/or Chad members any. permanent Is always required for stability and to prevent collapse with possible persanal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of musses and muss systems, seeANSVIPII Quality Criteria, OBB-99 and 301 Building Component Safety Infaana6pnwollcble Rom Truss Pate Institute, 218 N. We Street. Suite 312, Alexandria, VA 22314. 690,1 Parke East Bind. Tampa, FL 33610 Job Truss Truss Type Cry Ply T19249666 2045246-SYNERGY-DYER A07 HALF HIP 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566. 8.240 s Use 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:21 2020 Page 2 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-YdXYG4Nro3bR6KR1 v2W GOjIvBUYDH2JXtkfk6Yzr6S4 NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 1 and 578lb uplift at joint 17. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Q WARNING-Vedlydeslgnpnremetereend READ NOTES ON MIS AND INCLUDED MDEKREFERANCE PAGE MY-7471.V.. fp/U.VtefS BEFORE USE. Design valid for use only with MOek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indented is to prevent Duckling of lndMduol 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 Me fabrication, storage. delivery, erection and brocing of trusses and truss systems, seeANSUTP11 Quality CrIli DSB49 and EQI Bolding Component 69M Parke East Blvd. Tampa, FL 33610 Solely Nlotmotbrrgvoiloble from Truss Plate Institute. 218 N. Lee Shoat, Suite 312. Alexandra. VA 22314. Job . Truss Truss Type Oly Ply T19249667 2045246-SYNERGY-DYER A08 Half Hip 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 a Dec 6 2019 MiTek IndustriesInc. Mon Jan 27 15:43:22 2020 Page 1 ID:gllSwLVNi6YkTT7fiBJ8hFyw6EN-Og5wTONTZMiikU?DTI1VYwH?eus90WUh60PHf zr6S3 • EB1 21-2-8 29.6-12 3&0.0 46.0.0 6-8-2 14 6-6 I 8-0-0 8.5-0 8-0.0 ' 6x8 = 5.00 12 Scale =1:78.4 7x10 = 46 = 4x6 = 2.4 If 5x6 = 6x6 = 16 'a 14 ro 13 m ,e 11 4v 10 u 9 2x4 11 3x8 MT20HS = 3x6 = 3x6 = 3.8 = 3x6 = 8x14 MT20HS = 3x6 11 _ 6.8-2 13.0.0 21.2.8 29.6-12 37-8-6 38 0-0 46-0.0 6-8-2 P-M 8-&8 8-0.4 8-0-00 0- IO 8.0.0 Plate Offsets (X,Y)- (3:0-4-0,0-2-2], [4:0-5-0,0-4-8] LOADING (psQ SPACING- 2-" CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Vem(LL) 0.25 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.43 13-14 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 283 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 1-3:2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied Or 2-2-3 oc bracing. 1-15,12-15:2x4 SP No.2 WEBS 1Row at micipt 8-10,3-13,4-11 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pts 5-10 7-10: 2x8 SP 240OF 2.OE, 5-10: 2x4 SP No:2' REACTIONS. (Ib/size) 1=1479/Mechanical, 9= 748/0-6-0, 10=3391/0-0-0 Max Hoa 1=307(LC 12) Max Uplift 1=-453(LC 12). 9= 748(LC 1), 10=-1372(LC 9) Max Grav 1=1479(LC 1), 9=295(LC 9), 10=3391(LC 1) FORCES. (Ib) -Max, Comp./Max. Ten, -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3121/2491, 2-3=-2413/1855, 3-4= 2128/1645, 4-5=-909/622, 5-7=-1201/1459, 7-8=-1201/1459, 8-9=-620/821 BOT CHORD 1-16=-269512778, 14-16=-2695/2778, 13-14=-1789/2135, 11-13=-164312127, 10-11=-622/909 WEBS 2-16=0/261, 2-14=-699/994, 3-14=-342/518, 7-10= 658/687, 8-10=-1798/1469, 5-10=-2814/2157,5-11=-591/1029,4-13=-16/346, 4-11 =-1 470/1241 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=1511 Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Comer(3) 0-0-12 to 6-0-12, Exterior(2) 6-0-12 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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 = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should vedfy capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 453 Ib uplift at joint 1, 748 lb uplift at joint 9 and 1372 lb uplift at joint 10. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 27,2020 QWARNING- Verlry design parameters antl HEAD NOTES ON TN/SAND INCLUDED MDEKREFERANCEPAGE MIF147a rev. 10AWMWIS BEFORE USE - Design for Weida connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not volld use only with 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 B to prevent buckling of Individual Muss web and/or chord members only. Adtlitional temporary and permanent bracing MiTek* is always requkad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdconon, storage. delivery, erection and bracing of fnuses and huts systems, seeANSUfPO Cua1M CRedo, GSa-69 and ICSI Building Component 6904 Parka East Blvd. Tampa, FL 33610 Safety Infamsatbravalloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Job Truss Truss Type Oty Ply T1 92496fi6 2045246-SYNERGY-DYER A09 Half Hip 1 1 Job Reference (optional) builders First SaerCe, Plant City, FL-32565, 8.240 a Dec 6 2019 MiTek Industries, Inc. Man Jan 27 15:43:23 2020 5.6 = 5.00 FIT 3 Scale=1:78.2 5x6 = 3x6 = 5x6 = 5x6 = 5x6 = 4 5 6 7 8 5x6 = 16 15 14 13 12 11 10 9 2x4 11 3xe = 3x8 MT20HS= 5x6 = 5x6 = 5x12 = 3x6 11 &a = 5.8.2 11-0-0 17-10-1 24-6-6 31-2-11 36.0.0 46.60 S.R.9 5.9Ad F.", B.e.4 RN.4 9-0-4 9-a.n Plate Offsets (X,Y)-- r3:0-3-0,0-2-41. f4:0-4-0,0-3-01. f6:0-3-0,0-3-01, f10:0-4-8,0-3-01, rl2:0-3-0,0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.29 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.42 13-15 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.09 9 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 257 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 34,4-6: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' BOT CHORD 1-14,12-14:2x4 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2, 7-10: 2x6 SP M 26 7-11,4-15,6-12,5-13:2x4 SP No.2 REACTIONS. (Ib/size) 1=1469/Mechanical, 9=-812/0-6-0, 10=3457/0-4-0 Max Horz 1=265(LC 12) Max Uplift 1=467(LC 9). 9=-812(LC 1), 10=-1401(LC 9) Max Grav 1=1469(LC 1), 9=318(LC 9), 10=3457(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3134/2568, 23=-2549/2004, 3-4=-2299/1936, 4-5=-2580/2026, 5-6=-1960/1464, Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 2-11-5 oc bracing. 1 Row at midpt B-10, 7-11, 6-12 6-7=496/331,7-8=-1422/1799, 8-9=-634/887 BOT CHORD 1-16=-2723/2794, 15-16=-2723/2794, 13-15=-2027/2580, 12-13=-1464/1960, 11-12=-369/541, 10-11=-1799/1422 WEBS 2-15=-564/879, 3-15= 367/574, 7-10= 2182/1810,8-10=-2159/1698, 7-11=-2107/2803, 4-15=-345/183, 6-11=-1474/1283,4-13=-305/468, 6-12=-1386/1753, 5-13=-6901760, 5-12=-897/879 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-0-12 to 6-0-12, Exterior(2) 6-0-12 to 45-94 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) 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 anyother 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) Refer to girder(s) for.iruss to truss connections. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 4671b uplift at joint 1, 8121b uplift at Walter P. Finn PE No.22839 joint 9 and 1401 Ile uplift at joint 10. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 ,&WARNING-yeHry Eeslgnperameteniandiri NOTES ON THIS AND INCLUDED M?EKREFERANCEPAGE1liff47473mv. 1QVIl20f6 BEFORE USE Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use. the bulltling designer must verify the applicability of design parameters and properly Incorporate this design into the overall buadingdeslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I1 MiTek B always required for stability and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems weAN391P11 Quality CMeria, DSM9 and SCSI Building Component Safety 1nlgimatbrxmoiloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandria. VA 22314. 69N Parke East Bind. Tampa, FL 33610 Job Truss Thus Type Oty Ply T19249669 2045246-SYNERGY-DYER A10 HALF HIP 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:43:24 2020 Scale = 1:A.4 5.00 12 5X6 7z10 = 7x10 = Sx6 = 16 1s 14 13 12 11 10 9 Sx8 = 3xB II LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.35 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.52 13-14 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.76 Hou(CT) 0.10 9 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 611 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc pudins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or7-4-13 oc bracing. WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 1=2057/Mechanical, 9=2057/0-6-0 Max Horz 1=210(LC 12) Max Uplift 1=-732(LC 9), 9_ 847(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4625/3837, 2-3=-4344/3382, 3-0=-3922/3171, 4-5=-5800/4441, 5-6=-6321/4716, 6-7=-5563/4101, 7-8=-3498/2553,8-9— 1972/1513 BOT CHORD 1-16=-3831/4178, 14-16=-4441/5800, 13-14=-4731/6330, 11-13=-0101/5563, 10-11=-2605/3559 WEBS 2-16=243/688,3-16=-870/1245,8-10=-2792/3826,4-16=-2194/1483,7-10=-1583/1354, 4-14=-99/488, 7-11=-1685/2258, 5-14=-670/377, 6-11=893/845, 5-13=-237/389, 6-13=-690/850 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc., Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vull=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 Comer(3) 0-0-12 to 6-0-12, Extedor(2) 6-0-12 to 45-9-4 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are 4x6 MT20 unless otherwise indicated.. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load 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 732 lb uplift at joint 1 and 8471b uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: January 27,2020 Job Truss Truss Type Dry Ply T79249670 2045246-SYNERC7Y-DYER All Half Hip Girder 1 3 �JolbFlefarence (optional) Cunaers FInst bounce, clam Ulty, rL- 3Zbbb, a.24u s uec a 4V19 MI I eK Inouslnes, Inc. Mon Jan Z/ lb:43:2e CUZU rage 1 I0:g118wLVNi6YkTT7fiBJBhFyw6ENJAOZxpTswW cl4Z2ZOjf8KO4J3i PU9mLjj_b9N4zr6Ry ' O-p 0 5-1143 11-7-14 17-3-05 23-0.0 28-&1 34-4-2 40-0.3 6.0.0 0.40 5-7-13 5.8-1 6B4 5-8-1 Alf", 5-8-1 5-8-0 5.8d 5d 143 Scale=1:78.8 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5x6 NAILED NAILED 7xt0 = NAILED NAILED 7x10 NAILED NAILED 7x10 = NAILED NAILED 5x6 = 121 22 23 2 24 25 26 3 27 28 294 30 31 5 32 33 34 6 35 36 737 38 39 8 40 41 42 9 20 43 44 45 1946 47 48 18 49 17 5016 51 52 - 15 53 as 55 14 13 56 12 57 58 11 59 60 61 10 3xS It NAILED 5x6 = NAILED NAILED 6.8 = NAILED 5.8 = NAILED 6x8 = NAILED 5x6 = 3xB II NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DO L 1.25 TC 0.40 Ve I LL) 0.61 15 >903 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Ven(CT) -0.92 15 >595 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(CT) 0.08 10 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 10611b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purl BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-10,1-20: 2x6 SP No.2 8-11,2-19,7-12,3-18,6-14,4-16,5-15: 2x4 SP No.3 REACTIONS. (lb/size) 10=4276/0-6-0, 20=4381/Mechanical Max Uplift 10=-1929(LC 4), 20=-1974(LC 4) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-7593/3426, 2-3=-12862/5805, 3-4- 16048/7240, 4-5=-16953f7645, 5-6=-16953/7645, 6-7=-1605517242, 7-8=-12842/5788, 8-9= 7601/3432,9-10=-4028/1916, 1-20=4102/1972 BOT CHORD 18-19=-3426/7593, 16-18=-5805/12862, 15-16=-7240/16048, 14-15=-7242/16055, 12-14_ 5855/12964,11-12=-3432!/601 WEBS 9-11= 369818212, 1-19=-3691/8203, 8-11=-3436/1823, 2-19- 3435/1823, 8-12= 263615863, 2-18=-266215894. 7-12=-2367/1305, 3-18=2368/1308, 7-14=-1560/3476,3-16=-1605/3564,6-14=-1236/802,4-16=-1254/814, 6-15=-452/1005, 4-15=-454/1013, 5-15=-747/583 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131")3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are 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., GCp1=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) All plates are 4x6 MT20 unless otherwise indicated. 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 20.0psf 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1929 lb uplift at joint 10 and 1974 lb uplift at joint 20. 10) "NAILED' indicates 3-1 Od (0.148'x3') or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 9904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING - Verity OeslgnpeamafersenJREADNOTE50NTNISANDWCLUDEDMREKREFERANCEPAGEU674TJree 1a2tiQa15eEPOREUSE Design volid for use only with Mflek0 connectors. This design Ls based only upon parameters shown. and Isfor an IndMdual building component, not a truss system. Before use, the bueding designel mustveri(y the oppllcablllly of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of lndNidualnuss 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 guldance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems seeAN31/IP11 Coolly CMorks, DSB-59 antl BCSI Building Component 6964 Parke East aNd. Safety Infaanatlollavolloble from Truss Plate In56tute, 218 N. Lee Street, Suite 312. Alexandria, VA 22 14. Tampa. FL 33610 Job Truss Truss Type Oly Ply T19249670 52 20446-SYNERGY-OVER A11 Half Hip Girder 1 3 Job Reference a tional Builders First Source, Plant City, FL-32566, LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-9=-70, 10-20=-20 Concentrated Loads (Ib) Vert:17=-61(F) 12=-61(F) 14=-61(F) 6=-136(F) 13=-61(F) 21=-158(F) 22= 136(F) 29=-136(F)30=-136(F) 31=-136(F)32— 136(F)33=-136(F) 34=-136(F)35=-136(F 42=-136(F) 43=-67(F) "---61(F) 45-51(F) 46=-61(F) 47=-61(F) 48=-61(F) 49=-6 57=-61(F) 58=-61 (F) 59=-61 (F) 60=-61(F) 61=-61(F) 3.241) S Led 6 2019 MI IeK InUustneS, Inc. Mon Jan 2715:43:2U 2UZU Page 2 ID:gl[8 W LVNI6YkTT7BBJBhFyw6EN-JAOZVTsw W c14Z2ZOjf8KO4J3iPU9mLjj_b9N4zr6Ry 23=-136(F) 24=136(F) 25— 136(F) 26=-136(F) 27=-136(F) 28=-136(F) ) 36=-136(F) 37=136(F) 38=-136(F) 39=-136(F) 40=-136(F) 41=-136(F) 1(F) 50=£1(F) 51=-61(F) 52=-61(F) 53=-61(F) 54=-61(F) 55=-61(F) 56=-61(F) AWARNWG-Vedydas/gnparam.tars..dRaDNOTESONTHOANDWCLUDEDM?EKREFEBANCEPAGENLL74M.V..iGUtUnSBEFOBEUSE 7 Detignvolld for use only with MOekb connectors. This design Is owed any upon parameters shown. antl is for on IndMdual hurtling component, not o s system. Before use. Me bustling designer must verify Rue appilcablllty of design parameters and properly Incorporate this design Wo me overall trusAdditional temporary and brocing M!Tek' bustling design. Bracing Indicated is to prevent buckling of Individual Russ web and/or chord members only. permanent Is always required for stobllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrico6on, storage, delivery, erection antl bracing of musses and buss systems, seeANSNIPII GuoUly CMeM, O3249 and SCSI building Component Safety Informationavolloble from Truss Plate Institute, 218 N. Lae Street Suite 312. Alexandria, VA 22314. 69N Padre East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249671 2045246-SYNERGY-DYER B01 Half Hip 1 1 Job Reference (optional) Builders First Source, Plant Gity, FL- 325B5, o.aru s uec o zu, ml l ex Inuu>u,es, Inc. rvrvll ace a rv.vo.ov cvcv rage , ID:gll8wLVNi6YkMfiBJ8hFyw6EN-nMax99UUhpk9hldlxRANtcdRI 6hlu81syeLjwW zr6Rx -7-0- 5-10.2 11-4.0 i6-7-0 22-42 28-11.8 35-6-14 42-40 -0- 5.10.2 53.14 4-3-0 6-9-2 fi-7-6 &7-6. B-9.2 b Scale =1:73.2 5.00 12 Sx6= 3x4 = 3x4 = 3x6 = 3x4 = 46 = 6 7 B 9 10 11 Sxfi = 19 18 11 - 16 15 14 13 -' 12 2.4 11 BxB = 3x6 = 5x8 = 3x4 = SA = 3x6 = 3.6 11 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress ]nor YES BCDL 10.0 Code FBC2017/TP12014 CSI. TC 0.64 BC 0.54 WB 0.91 Matrix-SH DEFL. in (loc) I/defl Ud VerdLL) 0.0914-15 >999 240 Vert(CT)-0.1714-15 >999 180 Horz(CT) 0.03 12 We n/a PLATES GRIP MT20 244/190 Weight: 258111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing. WEBS 1 Row at midpt 11-12, 11-13, 7-16, 8-15 REACTIONS. (Ib/size) 12=1275/Mechanical, 2=280/0-8-0, 18=2310/0-8-0 Max Hoa 2=384(LC 12) Max Uplift 12=-538(LC 8), 2=-89(LC 12), 18— 858(LC 9) .Max Grav 12=1336(LC 2), 2=280(LC 1), 18=2310(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-337/197, 3-5=789/804, 5-6=-449/261, 6-7= 362/300, 7-8= 1226/888, 8-10=-1432/1012,10-11=-1056/740,11-12=-1216/939 BOT CHORD 2-19=-286/59, 18-19= 286/59, 16-18=-678/473, 15-16=-888/1226, 14-15=-1012/1432, 13-14=-740/1056 WEBS 3-18=-682/838, 5-18=-1921/1592, 5-16_ 1119/1546, 6-16=196/291, 11-13=-1034/1475, 7-16=-1228/843, 10-13=-877/811, 7-15=-64/434, 10-14=-385/533, 8-15=-291/187, 8-14=-239/337 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2psi; BCDL=5.0psf; h=15ft; Cat. It: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 42-2-4 zone; cantilever left andright 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 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, with SCDL= 10.Opsf. 5) Refer to girole r(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538111 uplift at joint 12, 89 lb uplift at joint 2 and 858 lb uplift at joint 18. Walter P. Finn PE No.22839 MiTek USA, Inc. FL CIA 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: January 27,2020 OWARNING- Vevtfydeslgnpmemefersand READ NOTES ON THIS AND INCLUDEDM/TEKREFERANCE PAGE N0-7473.41p/ ols BEFORE USE. ��- Design valid for use only with MOeM connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a na55 system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSDIPl1 CualBv Criteria. DSB89 and SCSI Building Component 6904 Parke Best Blvd. Safety Infoenaflorvavoliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Thus Type Oly Ply T19249672 2045246-SYNERGY-DYER B02 Half Hip 1 1 Job Reference (optional) tlullaers rust bource, viam ulty, hL- azbab, -1-M1n 5-t M1n 11-d-n aY 0 5x8 = Area 5 e.L4u s uec b zule ml I erc mausmes, 3x4 = 54 = 3,4 = 6 7 8 10;n4:41 Oulu Scala=1:73.2 Aura = 9 Sx6 = 1] 16 15 14 " .- 12 11 `- 10 2re4 II 6xa = 6xe = 3x4 = Sa6 = 3x4 = 34 = ass 11 5-10.2 11-4-0 13-10.0 21-0.6 28-1-0 35-1.70 42-4-0 c-a,d '1 b-e-n 1 ]-o-s ].n-,n ].; ,n ]-ze Plate Offsets (X Y)-- [3:0-3-00-3-41 [5:0-3-0 0-2.41 [7:0-3-0 0-3-01 [16:0-3-e 0-3-0] LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 0.10 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Ven(CT) -0.2012-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Cade FBC2017/TPI2014 Matrix-SH Weight: 250 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 WEBS REACTIONS. (lb/size) 10=1260/Mechanical, 2=238/0-B-0, 16=2366/0-8.0 Max Hom 2=343(LC 12) Max Uplift 10=-515(LC 8), 2=-187(LC 8), 16- 1173(LC 9) Max Grav 10=1294(LC 2), 2=238(LC 1), 16=2366(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3- 148/299, 3-4=-978/908, 6-7=-1182t742, 7-8=-1550/1025, 8-9=-1202/816, 9-10=-1196/892 BOT CHORD 2-17=-472/0, 16-17=-460/0, 15-16=-7771719, 14-16=-742/1182,12-14=-1031/1552, 11-12=-816/1202 ,WEBS 3-17=-387/248,3-16=-690/1310,4-16=-1983/1615,4-15=-1188/1601, 5-15=-313/412, 6-15=-1557/1160, 6-14=-194/545, 7-14=-488/388, 8-12=-273/454, 8-11=-8361755, 9-11=-1047/1543 Structural wood sheathing directly applied or4-0-8 oc puriins, except end verticals. Rigid ceiling directly applied or 5-9-15 oc bracing. 1 Row at midpt 9-10, 6-15, 7-14, 9-11 NOTES- 1) 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) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 42-2-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces.& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to. bearing plate capable of withstanding 515 lb uplift at joint 10, 187 lb uplift at joint 2 and 11731b uplift at joint 16. Walter P. Finn PE No22839 MiTek USA, Inc. FL Ced 6634 6964 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING-Vedlydesign parameters and READ NOTES ON TNAS AND INCLUDED MREK REFERenCE PAGE aw.747J rev. lo=015 BEFORE USE Design volitl for use only with Mnek® connectors. Ns desgn Is based only upon parameters shown and Is for an IndMtlual buiidhg component, not o truss system. Belore use, Ma bulltling tleslgner must veslfy the applicability of tleslgn parameters and propedy Incorporate mis design Into he overall bulltling tleslgn. Bracing indicated a to prevent buckling of lndlvltluol truss web antl/or chortl members only. Additional temporary antl permanent bracing MiTek' Is always requketl for stabllliy antl to prevent collapse wlih passible personal I0 1ury antl property damage. Far general guitlance regartlhg the to"ricoeon, storage. tlelNery, erection antl ".clog of husses and truss systems, see/Wgt/iPll DVanh CdNIb, b6d89 antl 0CSI6u1Uh1y Componml 6904 Parka Eest aNC. Sabty Intonnalbllovolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexontlrlo, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Cry Ply T79249673 20457246-SYNERGY-DYER B03 Half Hip 1 1 Job Reference (optional) Gunners rust Source, rlam uty, rL- UZbba, . e.n, 6.1d 11.1n, 5x8 = G.L4u a uec G Zul a ml I eK 4x6 = 2x4 11 mc. Man Jan rat TG:4aluz zuzu rage 1 txlm83sDry1Ih5wJOM1 S9Pygp_Pzr6Rv Scale = 1:74.4 3.6 = 4x6 = 2x4 II x, 2x4 II 2x4 II Sxe = 3x6 II LOADING (psq 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 CSI. TC 0.99 SC 0.72 W B 0.98 Matrix-SH DEFL. Ve r(LL) Vert(CT) Horz(CT) in (lac) Vdefl Ud 0.22 13-14 >999 240 -0.41 13-14 >897 180 -0.01 17 file n/a PLATES GRIP MT20 244/190 Weight: 241 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6: 2x4 SP No.1 BOT CHORD ,Rigid ceiling directly applied ors-0-3 oc bracing. BOT CHORD 2x4 SP No.2 *Except' WEBS 1 Row at midpt 8-13, 9-11, 4-17. 4-14 14-15,13-14: 2x4 SP No.1, 7-12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1347/Mechanical, 2=469/0-8-0, 17=2117/0-8-0 Max Harz 2=297(LC 12) Max Uplift 10=-557(LC 8), 2=-323(LC 8), 17=-986(LC 9) Max Grav 10=1349(LC 24), 2=469(LC 1), 17=2l l7(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3-- 423/670, 3-4=-333/344, 4-5=-2227/1528, 5-7=-2760/1945, 7-8=-2719/1917, 8-9=-1491/1043, 9-10- 1286/971 BOT CHORD 2-18=-981/313, 17-18=-981/313, 13-14=-1528/2227, 7-13=-510/537 WEBS 3-18=-436/194,5-14- 873/849,5-13=-457/592,11-13=-9B8/141Q 8-13= 994/1396, 8-11=1193/1028,9-11=-1270/1818,3-17=-632/1331,16-17=-1704/1326, 4-15=-1627/1351, 4-14=-1785/2569 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. it; Exp C; Encl.,.. GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 42-2-4 zone; cantilever left and fight exposed ; porch left exposed;C-C for members and farces & 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 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 3-6-0 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 557 Ito uplift at joint 10, 323 Ib uplift at joint 2 and 986 Ito uplift at joint 17. 1� Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January27,2020 AWANNING-Verily destpn psrametersand RE4D NOTES ON TN/SANDINCLUDED M1rEKNEFENANCEPAGEN67Mffly. 10=015BUONEUSE Design valid for use only with MBekO 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 Me oppllcabllity, of design parameters and properly Incorporate this di Into Me overall bu4ding design. Bracing Indicated h to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requVed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quay Cdfaw. D354I9 and SCSI Building Component 6004 Parke East BNE. Safely Ntarmatbrlwallable from Truss Plate institute. 218 N. Lee Street. Suite 312, Alexondrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249674 2045NIS-SYNERGY-DYER B04 Half Hip 1 1 Job Reference (optional) nunaers rusa bounce, rlam ldry, I-L- dLOba, • -1-n-n C.1.b O.I n.n 1' 5.00 F12 0.1905 uec b Lule mu ell lnausmes, Inc. man dan Lr m:4J:J4 Lulu ratio I Scale =1:74A 51 = 5x6 = 3x6 = 2x4 II 5x8 = 4x12 = 3x4 II 4 5 6 7 e 9 10 ]v 5x6 = 19 16 17 - 13 12 11 3x4 = 6x8 = 2x4 II 2x4 II 5x6 = 6.8 = 2x4 = LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ve I LL) 0.36 14-15 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Ven(CT) -0.64 14-15 >578 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.84 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Excei BOT CHORD 14-15,15-16:2x4 SP No. 1, 8-13: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except* 5-18,5-15,8-15,9-12: 2x4 SP No.2 REACTIONS. (lb/size) 11=1341/Mechanical, 2=454/0-8-0, 18=2139/0-8-0 Max Hom 2=250(LC 12) Max Uplift 11=-553(LC e), 2=-327(LC 8), 18- 1013(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-456/872, 3-0=-456/1138, 5-7=-2737/1868, 7-8=-2737/1668, 8-9=-3636/2558 BOT CHORD 2-19- 1115/353, 15-16=-354/280, 14-15=-2633/3735, 8-14=-180/287, 11-12=1238/1771 WEBS 3-19=-353/608,4-19=-1510/687,4-18=259/555,16-18=-1749/1332,5-16=-1681/1362, 5-15=-2269/3270,7-15=-591/628,8-15=-1056/811,12-14=-1172/1681,9-14=-1421/2007, 919-11=-2040/1424 PLATES GRIP MT20 244/190 Weight: 2391b FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 3-8-9 oc bracing. 1 Row at midpt 4-19. 5-18, 5-15. 8-15, 12-14, 9-14, 9-11 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; MW FRS (envelope) and C-C Comer(3)-1-0-11 to 5-1-2, Exlerior(2) 5-1-2 to 42-2-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water parading. 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 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-01 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 5531to uplift at joint11, 327 lb uplift at joint 2 and 1013 lb uplift at joint 18. Walter P. Finn PE No.22839 fdiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: January 27,2020 O WARNING- wintry design parametersend READ NOTES ON THI.SAND MCLUDED MITEKBEFENANOEPAGEAWMAi- rpa3a015BEFONEUSE SOMEONE Design valid for use only with Mi connectors. Tints design is based only upon parameters shown. and Is for an Individual building component, not ��- a puss system. Before use, the building designer must veMy the applicability of design parameters and properly Incorporate this design "a Me 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 clways required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the faoricatlon, storage. delivery. erection and bracing of trusses and truss systems, seeANSVrPII Quality CMarle, D50419 and SCSI bu frog Component 6904 Parke Ent Blvd. Safety Infomsation vollabie from Truss Plate Institute. 218 N. We Sheet, Suite 312, Alexandra, VA 22314, Tampa, FL 33610 Job Truss Truss Type City ply T19249675 2049246-SYNERGY-DYER 505 Half Hip 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:43:35 2020 Page 1 ID:gllBwLVN16YkTT7fiBJehFyw6EN-8KNgCtXdVMMSoUVjk_mYafKFg7KNZPJb5v2Tbkzr6Rs -IA-O 5-7-4 7-10-0 17-4.0 17-0.9 22-8-3 28-2.0 35-3-0 42.4-0 1 4 2.2-12 3-fi-0 5.8.9 5.7-9 &5.13 7-1-0 7-1-0 5.00 FIT axis = 5x8 = 2x4 II 5x6 = 4x6 = 2.4 J 4 5 6 7 8 m d 14 3x4 = 3x8 = 2x4 II Exit = 3.4 II 7x10 = 5x8 = 7-10-0 11-4-0 14-70-0 17-0-9 2.8-3 35.3-0 42.4.0 ]-00-0 3G0 3-6-0 229 5 2-]-9 12.6.13 7-1.0 Scale=1:74.4 4x6 = 10 1i I 3x6 II Plate Offsets (X Y)-- i4:0-5-12 0-2-81 17:0-3-0 0-3-01 112:0-1-12 0-2.01 114:0-9-12 0-4-41 116:0-5-0 0-3-0] 118:0-3-4 0-1-8] LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.48 14-15 >773 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.77 14-15 >482 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.07 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 234 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 8-13: 2x4 SP No.3, 14-16: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 *Except* 5-20: 2x6 SP M 26, 8-15,5-16,7-16: 2x4 SP No.2 REACTIONS. (lb/size) 11=1230/Mechanical, 2=153/0-8-0, 20=2481/0-83 Max Horz 2=204(LC 12) Max Uplift 11=-508(LC 8). 2- 216(LC 8). 20=-1233(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-104/485, 3-4=-146/687, 4-5=-972J1309, 5-6=-1276/842, 6-7=-1271/836, 73- 3372/2332,8-9=-4308/3043,9-10=-1968/1374, 10-11=-11651887 BOT CHORD 2-21=-400/9, 20-21=-618/117, 17-18=-2141/1590, 16-17=-2141/1590, 15-16=-2332/3372, 14-15=-3105/4420 WEBS 4-21- 865/388,4-20=-967/1289,18-20=-1676/1307,5-18=-1673/1317,12-14=-1328/1865, 9-14=-168012379,9-12=-1201/1037, 10-12=-1494/2144, 3-21= 384/683, B-15=1115/825, 5-16=-2577/3638,7-15=-145/437,6-16=-375/404, 7-16=-2243/1601 Structural wood sheathing directly applied or 2-5-4 oc pudins, except end verticals. Rigid ceiling directly applied or 3-6-7 oc bracing. 1 Row at midpt 12-14, 9-14, 10-12, 5-16, 7-16 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=1Sit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 42-24 zone; cantilever left and right exposed ; parch left 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) All plates are MT20 plates unless otherwise indicated. 4) This tress has been designed for a 10.0 psi bottom chord live load nonconcumant 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) Refer to girder(s) for truss to tress connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50B Ib uplift at joint 11. 216lb uplift at joint 2 and 1233 lb uplift at joint 20. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cod $634 6004 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING-Vedifydesiampaamefers and READ NOTES ON THIS AND INCLUDED MREKHEFENANCEPAGEM674ramw. lNA34a156EFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and B for an Individual building component, not a tress system. Before use. Me building designer must verny the applicability of design parameters and property Incorporate mi design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalInjury and property domoge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system% seeANSUTPl1 Cuallly CMnla, OSS-89 and BCS7 Building Component Safety mtaemtbnovollable from Truss Plate Institute, 218 M Lee Street, Suite 312. Alexandria. VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249676 204646-SYNERGY-DYER B06 Half Hip Girder 1 2 Job Reference (optional) Guiiaers riser aourea, ream wy, rL-01000, -1-P 5-10-0 11-4.0 14-10-0 19.3.5 23.8-01 6.240a Dad 62015 Mii ea nmmwns, in.. Mun eau cr m.va.39 ram ray., ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-OScL2Ea8ZastH6pUzgrUkVU_sknuVMiBOXOhkVzr6Ro 28-2-0 31-4-0 3E10-0 42-4-0 -0- 5-10-0 5.6.0 3-fi-0 45-5 4-5-5 4.5.5 &2-0 5.6-1 5-5-15 Scale = 1:74.4 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5.00 FIT 5X8 = 5x8 = 2x4 It 5x8 = 4x6 = 2x4 II 5x6 = 3x4 = 4x6 = NAILED NAILED NAILED NAILED NAILED 3 23 24 4 25 526 27 6 28 297 30 31 8 32 9 33 34 10 35 36 37 11 2 9 6 O d 1 41 42 78 43 4417 45 48 �a _ 3x6 - 22 21 205x12 2x4 __ II 4x6 = Sx12 = 15 14 13 12 38 39 qg NAILED NAILED 47 48 49 50 51 52 NAILED NAILED NAILED 2x4 II NAILED 5x12 = 2x4 II U12 = 2x4 II 2x4 II NAILED 3x4 =NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5-10.0 1410-0 .an 1-3-5 2-52.-50 31-94..0 6.10.1 42-4.0 ten-n c- R11.40 d .5d5 Plate Offsets (X Y)-- f3.0-5-12 0-2-81 f6:0-4-0 0-0-0] 19:0-2-4 0-3-0] (16:0-5-8 0-2-81 119:0-5-8 0-2-81 121:0-6-0 0-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.10 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.15 17-18 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 449 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, BOT CHORD 2x4 SP NO.2 *Except* except end verticals. 5-20,8-15:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-21,9-14: 2xB SP 240OF 2.0E REACTIONS. All bearings 0-8-0 except ft=length) 12=Mechanical, 14=0-4-0. (lb) - Max Harz 2=157(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 12=-203(LC 5). 2=-397(LC 4), 21=1877(LC 5). 14=-1484(LC 4) Max Grav All reactions 250 lb or less atjoint(s) except 12=357(LC 1). 2=311(LC 1), 21=3125(LC 1). 14=3033(LC 1) FORCES. (Ib):-Max. CompJMax. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-62/437, 3-4=-1006/2092, 4-5=-448/818, 56=-383/676, 6-7=-1906/879, 7-8=-3661799, 8-9=-437/942, 9-10=-962/2020, 11-12=-266/240 BOT CHORD 2-22=-416/17; 21-22=442/37, 5-19=-292/200, 18-19= 867/1935, 17-18=668/1939, 16-17=-879/1906, 8-16=-284/202 WEBS 3.22=.448/594, 3.21=-2318/1600, 4-21>1154/762, 19-21=-2165/1029, 4-19= 596/1362, 6-19=-2709/1296,6-18=-127/465,7-17=-130/478, 7-16_ 2807/1291,14-16=-1977/922, 9-16=-490/1055,9-14=-1053/699,10-14=-2273/1132,10-13=0/464 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. 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, 2x8 - 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132ni TCDL=4.2pst; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left 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 psi 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) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 lb uplift at joint 12, 397lb uplift at joint 2, 1877lb uplift at joint 21 and 1484 lb uplift at joint 14. 9)'NAILED' indicates 3-1 Cal (0.148'k3°) or 2-12d (0.148'x3.25°) toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 306 lb down and 363lb up at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 QWARN/NG-VeNlytleoignparemeto..d READ NOTES ON MIS AND WCLUDEDMREKNEF 11ANCEPAGEA1674YJrev. 10014?e156EFOREUSE Design for with MBeId) connectors. Phis design Is based only upon parameters shown and Is for an Individual building component. not valid use only a huss system. Before use, the bulltling designer must verily 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 WOW Is always required for stoloUlty and to prevent collapse with possible personal Injury and property daaymage. For general guidance regarding nee f�rr Usfomsartbrpvollobie from Truss Plate Institute, 218ssN.. Lee Street, Suit 312, Ale 4a�a1, VA 2231gmado, DSII-09 and ECSI Building Component 6904 TampeeFL 33610Ntl. Job Truss Truss Type Dty Ply 2049246-SYNERGY-DYER B06 Half Hip Girder i 2 T79249676 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 6.240 a Dec 6 2019 MiTek Indusides, Inc. Mon Jan 27 15:43:39 2020 Page 2 ID:gll8wLVNi6YkTT7fiBJehFyw6EN-05cL2Ea8ZastH6pUzgrUkVL_sknuVMiBOXOhkVzr6Ro LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-11=-70, 2-20=-20, 16-19= 20, 12-15=-20 Concentrated Loads (lb) Vert: 3=30(B) 22=-306(B) 4=-108(B) 6=-B(B) 18=-148(B) 9=-108(B) 14=34(B) 23=-108(B) 24=108(B) 25=-108(B) 26=-B(B) 27=-8(B) 28=-B(B) 29=-B(B) 30=-8(B) 31=-B(B)32=-108(B) 33=-108(B) 34= 108(B) 35=-1 08(B) 36=-108(B) 37=-108(B)38=-34(8) 39=-34(8) 40=-34(B) 41=-140(B)42=-148(B)43=-148(B)44=-148(B) 45=-148(B)46=-148(8)47=-34(B)48=-34(B)49=-34(B)50=-34(B)51=-34(B) 52— 34(B) Job Truss Truss Type aY Ply T79249677 204646-SYNERGY-DYER C01 Half Hip Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek 27 15:43:40 2020 Pagel a ex14 W20HS= 5x6 = 2x4 11 5x6 = S nnR-9 6 7 8 9 2x4 II Spacial 7x10 = 7x10 = Special 2.4 11 Special Special Special SpecialSpecial 2x4 II 2x4 11 Special Scale-1:72.0 FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 21-3-0 541-e 1p4-11 i4-9-13 202MO 3-9 2428-70 611-e 4.6-3 4-53 6 23-0-0 a M 9 441-e 0-11-0 Plate Ottsets(XY)-- (2:0-2-50-0-9] f3i0-3-00-3-01 P:0-3-100-4-01 f10:0-4-80-1-81 f12:0-4-120-1-81114:0-3-12,0-3-81 f17:0-5-00.4-81 f18:0-5-0,0-4-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Idetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.15 18-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.2318-19 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WE 0.98 Horz(CT) -0.01 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 493 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 6-9: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* BOT CHORD 2-18: 2x6 SP M 26, 6.16: 2x4 SP No.3 JOINTS WEBS 2x4 SP No.3 *Except* 9-10,7-12: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 10=1717/0-8-0, 2=3419/03-0, 12-8302/0-8-0 Max Ho¢ 2=464(LC 27) Max Uplift 10- 1717(LC 1), 2=-1423(LC 8), 12=-3603(LC 5) Max Grav 10=820(LC 12), 2=3419(LC 1), 12=8302(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7541/3099, 3-0=-6155/2516, 4-5=-2985/1192, 5-6=-465/1092, 6-7=-393/1007, 7-8=-689/1531, 8-9=-689/1531, 9-10=-812/1789 BOT CHORD 2-19= 3185/6786, 18-19=-3170/6749, 17-18=-2566/5625, 14-16=-170/483, 13-14=-2762/1183,12-13=-2762/1183,11-12=-2762/1183 WEBS 3-19=-435/1063,3-18=-1309f/03,4-18=-1628/3836,4-17=-4111/1856, 5-17=-1626/3955, 7-11=-985/2207, 9-11= 2461/1103,7-12=-7335/3177,14-17=-1477/3200, 5-14=-4626/2047.7-14=-2315/5152 Structural wood sheathing directlyapplied or4-2-12 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Bruce at JI(s): 14 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 DO, 2x8 - 2 rows staggered at 0-9-0 DO. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 now at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do, 2x8 - 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: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope); cantilever left and right exposed ;.parch 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 nonconcurrent with any other live loads. 8) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1717 lb uplift at joint 10, 1423 Ib uplift at joint 2 and 3603 lb uplift at joint 12. 10) This truss has large uplift reactions) from gravity load case(s).. Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 QWANNING- Verify destgnparemeters end READ NOTES ON TN/SANDINCLUDED MREK REFERANCE PAGE MO.7473 rev. IGAY1015BEFORE USE Design valid /or use ch'""' MOek®conneciors.IDs tleslgn Is basetl only upon pprameters shown. and bier an IntliNtlual bulltlNg component, not a huss system. before use. me building designer must verify me opplicobllity or design parameters and prapetly Incorporate ruts tlesign Nto me over011 bdidl &o-Ingindicated6topreventbucklingoflndlNducthusswebontl/orchordmembersonly. AtltllBonattemppwrypntlpermanentbracing MiTek' gtle'lQn. Is always reaulred for 51oblliW ontl to prevent collops. with possible personal Iryury ontl property tlamoge. For general guitlance regortling the lobdcation storage, delivery, erecnon and bracing of busses ontl huss systems sasAN$I/IPII Caollh CMrrdo, DS$-09 ontl 6C316u1dYsp Component 6904 Parke East Blvd. $ably Info ishis rrovolloble ham Truss Plole InsiIlute. 218 N. Lee Street Sulie 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Ory Ply T19249877 2045246-SYNERGY-DYER C01 Half Hip Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, B.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:43:40 2020 Page 2 ID:gllBwLVNi6YkTT7fiBJ8hFyw6EN-VHP4FabmKu_kuFOgXXMjHj1 BT8_EEeNKFBmEGtar6Rn NOfES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 337 lb down and 223 lb up at 5-11-8, 121011b down and 528 lb up at 7-10-12, 1321 lb down and 573 lb up at 9-10-12, 1329 lb down and 577 lb up at 11-10-12, 12741b down and 535 lb up at 13-10-12, 13071b down and 565lb up at 15-7-4, and 350 lb down and 168 lb up at 17-7-12, and 372lb down and 174lb up at 19-7-12 on bottom 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 (plf) Vert: 1-6=-70, 6-9=-70, 2-16=-20, 15-16=-20, 10-13=-20 Concentrated Loads (lb) Vert: 19= 337(F) 20=-1210(F)21=-1321(F)22=-1329(F)23=-1240(F)24_ 1268(F) 25=-336(F).26=-352(F) Job Truss Truss Type Oty Ply T19249678 2045N&S.YNERGY-DYER CO2 Half Hip 1 1 Job Reference (optional eunaers rust source, rianl ury, rL- azaos, R.,q 3 o.cra a Feu a m n nu en muuemne, a ii rv,on ea.. u 1 e.-,e.-„ — 3x4 = 5x8 = 2x4 II 3x8 = 5 6 7 8 S%6= ._ .. Id 12 3x4 = 3x6 = 3x4 = 3x4 = Scale = 1:54.6 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.78 Ven(LL) 0.19 9-10 >475 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,84 Verl(CT) -0.29 2-15 >864 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) -0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 1831b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc pur ins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. WEBS 2x4 SP.No.3*Except* WEBS 1Raw at mil 8-101 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 9=198/0-8-0, 2=978/0-8-0, 10=1443/0-8-0 Max Horz 2=436(LC 12) Max Uplift 9=-238(LC 8), 2=332(LC 12). 10=-676(LC 9) Max Grav 9=244(LC 24), 2=978(LC 1), 10=1443(LC 1) FORCES. (Ifie) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1571/1078, 3-4=-1249/835, 4-5=,321/122 BOT CHORD 2-16= 1564/1355, 13-15=-873/825, 11-12=800/837, 6-11=-394/361 WEBS 3-15=.372/652, 4.15=.426/572, 4-13=-807/887, 5-13=-476/689, 7-11=-260/463, 7-10=1096/889, 5-12=-895/789 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 Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 28-4-4 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 3) Provide adequate drainage to prevent water patching. 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.20.01 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, with BCDL= 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 Ib uplift at joint 9, 332 lbuplift at joint 2 and 6761b uplift at joint 10. - Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 ,&WARNING -Ve1IIyEesF,R,ametelseea READ NOTES ON WISANU INCLUDED MREKREFERANCEPAGEMIF74".. laous ILFBEFORE USE Design valid for use only with Meek® connectors. This design Is bell only upon parameters shown, and Is for an Individual building component, not a fruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall is buckling individual truss members only. Additional temporary and permanent bracing MiTek' building design. Bracing Indicated to prevent of web and/or chord Is always required for stability and to prevent collapse with p=llble personal injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses ono truss systems, see11NS91Pll Gua1Mv OMOM. D3929 and BCSI Bu6tlbrp Component 6904 Parke East Blvd, Sal Informationavolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Temps, FL 33610 Job Truss Truss Type Oty Ply T79249679 204Er246-SYNERGY-DYER CO3 Half Hip 1 1 Job Reference (optional) tlwipersl-irst source, PletL Ull,IF-32566, a24U S Una a ZU19 MI I ex Industries, Inc. Mon Jan z/ 1 a:43:4z zuzu 4 US = 3x4 = 3.8 = 3x4 II 5.00 12 4 5 6 7 5x6 = 13 1e 11 5x6 = 3xB = 2x4 II Scale = 1:51.1 LOADING (ps' 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/IPI2014 CS'. TC 0.93 SC 0.72 W B 0.88 Matrix-SH DEFL, in Ven(LL) 0.09 Vert(CT) -0.23 Hoa(CT) -0.01 (lac) I/defl Ud 8-9 >943 240 2-13 >999 180 9 n/a n/a PLATES MT20 MT20HS Weight: 166 In GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 4-7: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-5-8 oc bracing. 5-11: 2x4 SP No.3 WEBS 1 Row at midpt 3-12 WEBS 2x4 SP No.3 *Except* 7-8: 2x6 SP No.2 REACTIONS. (Ib/size) 8=200/0-8-0, 2=978/0-8-0.9=1441/0-8-0 Max Horz 2=389(LC 12) Max Uplift 8=-231(LC 8), 2=-343(LC 12), 9=-695(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1535/1006, 3-4=-584/317, 4-5=-425/391 BOT CHORD 2-13=-1385/1308, 12-13=-1386/1304, 5-10=-529/465 WEBS 3-13=0/352,3-12=961/1086,4-12=-213/333, 5-12=-775/849,6-10=-238/465, 6-9- 1176/909 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 Comer(3) -1-0-11 to 4-11-5, Extedor(2) 4-11-5 to 28-0-4 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gripDOL=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 nonconcument 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 231 It, uplift at joint 8, 343 lb uplift at joint 2 and 695 In uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WANNMG-Vdfydeslgnpvamesemend6EAONOTES ON TNISANDMCLUOEONfrEKRUENANCEPAGEN674M.. 11Y=?0lSBEF0NE USE Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a toss system. Before use. Me building designer must verify Me applicability of design parameters and property incorporate this design Into Me overall design. Bracing Indicated is to buckling truss web members aNy. Addillonal temporary and bracing M!Tek' building prevent of ndMduol and/or chord permanent Is always required for stability and to prevent collapse wish passible personal Injury and property damage. For general guidance regarding Me ' 69" Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and toss systems s9eANSIy1P11 CuolflMyy Cmrrdo, DS8419 and BCSI Building Component Tampa, FL 33610 Safety Infaenafbnavallabla from Two Plata Instltule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job . Truss Truss Type Oty Ply T79249660 2045246-SYNERGY-DYER C04 Root Special 1 1 Job Reference (optional) tlunaers rlrsl bource, rlan, ury, rL - azaoo, -1-an zt-9 Z 5.A = 5x6 = 16 15 14 Sx8 = ]-in a3a-�4 8-2-02:0 �1'3-0 3-56 1�3-4 5-4-6 Scale=1:59.1 Plate Offsets(XY)-- [4:0-4-00-1-13] 15:0-2-10-4-10] rl5:0-3-80-3-0] 118.0-2-40-2-131 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.13 2-16 >999 240 MT20 2"/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.15 2-16 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) -0.01 10 WIG n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 182 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-4,1-3:2x4 SP No.1 BOT CHORD 2x4 SP No.2 "Except' BOT CHORD 5-14: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 *Except* 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 10=338/0-8-0, 2=967/0-8-0, 12=1561/0-8-0 Max Horz 2=343(LC 12) Max Uplift 10=-329(LC 8), 2=-341(LC 12), 12= 823(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1557/1257, 3-4=-768/624, 4-5=614/736, 5-6=-342/356, 6-8=-342/356 BOT CHORD 2-16=-1666/1335, 15-16=-1668/1330, 11-12=-547/259, 10-11=-547/259 WEBS 3-16=0/294, 3-15=-790/1024, 4-15=140/380, 5-15— 1055/863, 8-12=-711/981, 8-11=-370/214, 8-10=-258/566, 5-12=-945/857 Structural wood sheathing directlyapplied or 4-5-11 oc puffins, except end verticals. Rigid ceiling directlyapplied or4-1-8 oc bracing. 1 Row at midpt 5-15 NOTES- 1) Wind: ASCE 7-10;.Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 13-10-0, Comer(3) 13-10-0 to 19-10.4, Exterior(2) 19-10-4 to 31-1-4 zone; cantilever left and right exposed ; porch 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) All plates are MT20 plates unless otherwise indicated. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 329 Ib uplift at joint 10, 341 lb uplift at joint 2 and 823 lb uplift at joint 12. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 AWARNING- Verifydesignparameter, a ad READ NOTES ONMIS AND INCLUDED MIrEKREFERANCEPAGE Ali rev. fa=015BEFORE USE. Design valid for use only with Mpelx) connectors. This daslpn Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling tleslgn. Brocing indicated is to prevent buckling of indlvldual truss web and/or chord members only. Addltlonal 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 fabdconon, storage, delivery, erection and bracing of trusses antl truss systems. seeANSU1P11 Ouall CritelliOS049 and SCSI Building Component t Blvd. East 6904 Parke EasFL Safety Nfonnationavalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tempe,t0 Job Truss Truss Type Oty Ply T19249681 204246-SYNERGY-DYER C05 Roof Special 1 1 Job Reference (optional) Builders First Source, Ylam Ully, FL- 32bbb, a.L4V 5UCI: V[V OIVIIItlx ilNU.uia., IV„Vul,c, ,-,.vo.v', cvc„ Scale - 1:58.2 $TIMER 3x6 II T 8 ass = 18 17 1a 2.4 11 5xe = 3x8 =. LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 'SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017ITP12014 CSI. TC 0.84 BC 0.71 WB 0.96 Matrix-SH DEFL. in (loc) 'deftUd Vert(LL) -0.12 16-17 >999 240 Vert(CT) -0.25 16-17 >987 180 Horz(CT) -0.04 11 Na Na PLATES GRIP MT20 244/190 Weight: 1791b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc pudins, BOT CHORD 2x4 SP No.2 "Except* .except end verticals. 6-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-14 oc bracing. WEBS 2x4 SP No.3 "Except* 10-11: 2x6 SP No.2 REACTIONS. (Ib/size) 11=404/0-8-0, 2=989/0-8-0, 14=1473/0-8-0 Max Harz 2=334(LC 12) Max Uplift 11=-350(LC 9), 2=-368(LC 12), 14=-654(LC 8) Max Grav 11=436(LC 24), 2=989(LC 1), 14=1473(LC 1) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1640/1410, 3-4=-1025/867, 4-5=-870/938, 7-8=-135/433, 9-10=-550/997, 10-11=402/608 BOT CHORD 2-18=-1837/1414, 17-18=-1837/1414, 16-17=-401/360, 15-16=-905/872, 6-15=298/541, 12-13=-1007/559 WEBS 3-17=-612/890, 5-16=-860/1012, 10-12=-1047/568, 6-14=-382/227, 7-14— 533/870, 9-13=-561/1021, 5-17=-836/679 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 Conrl-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 11-10-0, Conrl 11-10-0 to 17-9-10, Exterior(2) 17-9-10 to 22-3-0, Conrl 22-3-0 to 26-8-6, Extedor(2) 26-8-6 to 31-1-4 zone; cantilever left and right exposed ; porch 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 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 betweenthebottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 Ib uplift at joint 11, 368 Ito uplift at joint 2 and 654 lb uplift at joint 14. Walter P. Finn PE No.22839 MIT& USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 27,2020 AWARNING. VerifydesignperemerersendREADNOTES ONTHIS AND MCLUDEDMREKBEFENANCEPAGE MIF7473taxloseardi5BEFOREUSE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Ind[vlduol building component. not a aura system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Adtllflonal temporary and brocing MiTek- building deslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, election and brocing of trusses and truss systems, seeANSUaall Caally CMnb. OSB49 and SCSI Bo6dFp Component Safety mfonnalbnovallable from Truss Plate Insanute, 218 N. Lee Street Suite 312. Alexandrlo, VA 22314 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oly Ply T19249682 2046x246-SYNERGY-DYER CO6 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:45 2020 Page 1 vLVNi6YkTT7fiBJehFyw6EN-rF_cllfugOd171 GeK4yu_mkxg9jiv?1307i?y9u6Ri 22.3-0 2ae-6 3k4-0 2-3-0 U 2-]-10 Scale =1:57.9 5.6 = 3x6 II 7 8 22 5x6 = 18 17 16 5x8 = 3x4 = 2.4 II 9-0a0 15-9-10 2aao 213-0222-3-0 28-9-6 340.0 9-1a0 611-10 0.28 1-&0 I1-a0 &5V8 2-]40 Plate Offsets (X Y)-- [9:0-5-4 0-3-01 f18:0-4-0 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 0.87 Vert(LL) 0.23 12-13 >537 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Ved(CT) -0.47 2-18 >522 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 HDR(CT) -0.03 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 1781b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 4-5,9-10: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD 6-16: 2x4 SP No.3 WEBS 2x4 SP No.3 "Except' 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 11=448/0-8-0, 2=1011/0-8-0, 14=1407/0-8-0 Max Horz 2=305(LC 12) Max Uplift 11=-380(LC 9), 2=-374(LC 12), 14=-592(LC 12) Max Gmv 11=494(LC 24), 2=1011(LC 1), 14=1407(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1568/1552, 3-4— 1267/1288, 4-5=-1122/1237, 5-6=-317/683, 6-7=-178/589, 7-8=-297/807, 8-9=-347/608 BOTCHORD 2-18=-1893/1364. 17-18=-969/807, 6-15=-345/443, 14-15=-357/221, 13-14=-373/240, 12-13=-16431868,11-12=-1677/881 WEBS 3-18=-363/755, 4-18=-239/290, 5-18=-491/426, 5-17=-526/783, 15-17=-1216/1000, 5-15=-686/558, 9-12=-389/247, 9-11— 983/1889, 6-14=-398/443, 7-14=-449/653, 9-13— 674/1294 Structural wood sheathing directly applied or 3-11-4 oc puriins, except end verticals. Rigid ceiling directly applied or 3-8-5 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; MW FRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 9-10-0, Comer(3) 9-10-0 to 15-9-10, Extedor(2) 15-9-10 to 22-3-0, Comer(3) 22-3-0to 28-3-0, Exterior(2) 28-3-0 to 31-1-4 zone; cantilever left and right exposed; porch 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 nonconcument with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380lb uplift at joint 11, 374 lb uplift at joint 2 and 592 lb uplift at joint 14. Walter P. Finn PE No.22839 MTekUSA, Inc. FL Cod 6634 6904 Padre East Blvd. Tampa FL 33610 Data: January 27,2020 Job Truss Truss Type Oily Ply T79249683 204&46-SYNERGY-DYER C07 Roof Special Girder 1 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, 6.24U Inc. man Jan z/10;4a:4b zui 6xS � 5x6 = 5x6 = 17 15 10 14 2x4 II 3x4 = 5x6 = 3x4 = 5x6 = Scale=1:56.8 14= 21 a0 4-0-21&9-00 20-0-0 20.114 25-11-12 3F0-0 442 3-B-td 5 11-10 - 620 11 0.1-0 441-12 Plate Offsets(XY)-- [4:0-5-120-2-81 [T0-3-00-2d118:0-3-00-2-4] [tO:Edae0-1-2] 115:0-3-00-3-01 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ved(LL) 0.09 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.26 BC 0.52 Ved(CT) -0.12 14-15 >999 180 BCLL 0.0 ' Rep Stress Mar NO W B 0.38 Hom(CT) 0.03 12 IJa rVa BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 167111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Na.2 *Except* 6-14: 2x4 SP No.3 WEBS 2x4 SPNo.3 REACTIONS. (lb/size) 10=331/0-8-0, 2=962/0-8-0, 12=1564/0-8-0 Max Horz 2=250(LC 12) Max Uplift 10=-285(LC 9), 2=-380(LC 12), 12=668(LC 8) Max Grav 10=390(LC 24), 2=963(LC 23), 12=1564(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-4-10 oc bracing. WEBS 1 Row at midpt 5-14 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1621/1675, 3-4=-1315/1349, 4-5=1062/1141, 5-6=-74/264, 6-7= 75/343, 7-8— 107/347, 8-9=-439/1040, 9-10= 581/1107 BOT CHORD 2-17=-1790/1400, 16-17=-1790/1400, 15-16=-1299/1180, 14-15=-1086/1053, 13-14=-608/654, 6-13=-460/585, 10-11=-908/487 WEBS 3-16= 291/554,4.16=-201/280, 5-15=-58/310, 5-14=-1220/1293, 8-12=-556/806, 8-11=-915/406, 9-11=-259/559, 6-12=-904/1270 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 hail 51t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comoi-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 7-10-0, Corner(3) 7-10-0 to 13-9-10, Exterior(2) 13-9-10 to 21-0.0, Comoi 21-0-0 to 291 Extefior(2) 29-6-0 to 31-0-0 zone; cantilever left and right exposed ; porch fight exposexi 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-&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 285 lb uplift at joint 10, 380 lb uplift at joint 2 and 668111 uplift at joint 12. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6834 0904Forks East Blvd. Tampa FL 33810 Date: January 27,2020 O WARNING- Verity design parameters and READ NOTES ON THMAND INCLUDED MUEKREFERANCEPAGEMII-7413rev. 1O1032015 BEFORE USE. Design valid for use only with MBek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pI1 MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrico8on, storage, delivery, erection and bracing of musses and muss systems, seeANSVTPll CuolNv Craters. DSB99 and Bi BuBCYrg Component 6904 Parka East Blvd. Safely mformationavaiiobie mom Truss Plate Institute. 218 N, Lee Sheet, Suite 312, Alexandria, VA 22914 Tampa, FL 33610 Job Truss Truss Type Cry Ply T19249684 2041246-SYNERGY-DYER CA Comer Jack 21 1 • Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:43:47 2020 Page 1 ID:gll8wLVNi6YkTT7fiBJBhFyw6EN-oe5Njzh9g2tiEK01 RV_M3BgSezc_N2RMsny601zr6Rg 2x4 = Scale = 1:7.2 LOADING (pat) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Ved(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matdx-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. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-M oc pudins. BOT CHORD Rigid ceiling 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=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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1611c uplift at joint 3 and 113 lb uplift at joint 2. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cod 6634 6604 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Job Truss Truss Type City Ply T19249685 2041246-SYNERGY-DYER CJ3 Comer Jack 19 1 Job Reference (optional) nunuers nree source, rianr uny, 11- ae000, 2x4 = Scale =1:11.4 3-0-o LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n(a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-P Weight: ll lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2=240/0-8-0, 4=26/Mechanical Max Horz 2=89(LC 12) Max Uplift 3=-68(LC 12), 2— 119(LC 8) Max Grav 3=65(LC 1), 2=240(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-0 oc purins. BOT CHORD Rigid ceiling 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=15N; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extenor(2) 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 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with anyother 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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68lb uplift at joint 3 and 1191b uplift at joint 2. Walter P. Finn PE Nb.22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Job Truss Type Oty Ply T19249686 204516-SYNERGY-DYER �TMJ4" Jack -Open 1 1 Job Reference (optional) Builders First Source, Plant City; FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:50 2020 Page 1 ID:gllSwLVNi6YkTT7fiBJ9hFyw6EN-CDnVL7j1z FJ5oBb6dX3hgSxHAbOaPBpWBmdMzr6Rd 1-8-5 3-0-0 1-8-5 1-3-11 Scale = 1:11.4 6x8 = Plate Offsets (X,Y)-- f3:0-0-0,0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Veri(LL) 0.01 3-5 >999 240 MT20 2441190 TCDL 15.0 Lumber COIL 1.25 BC 0.16 Vert(CT) -0.01 3-5 >999 160 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP.No.2 BOTCHORD WEBS 2x4 SP,No.3 REACTIONS. (lb/size) 3=295/Mechanical, 4=152/Mechanical, 5=41/Mechanical Max Harz 3=72(LC 12) Max Uplift 3=-117(LC 12), 4=-98(LC 12) Max Gmv 3=295(LC 1), 4=152(LC 1). 5=51(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-M oc bracing. NOTES- 1) Wind: ASIDE 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 Corri 0-1-12 to 1-8-11. Exterior(2) 0-1-12 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcumant 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 117 lb uplift at joint 3 and 98 lb uplift at joint 4. 7) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Data: January 27,2020 Q WARNING -Verify deslgnparamelaraand READ NOTES ON THISAND INCLUDED MITEXREFERANCEPAGEM11.74are1 IMMOISIEFORE USE Design valid for use only with Mgekg connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a tuns system. Before use, the building designer must verify the oppllcobility 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' b always required for slippery and to prevent collapse w4h couple personal injury and properly damage. For general guidance regarding the fobdcalion storage, delivery. erection and bracing of times and insss systems saeANSVIPII Quality CrBeM, DS549 and BC51 Building Component Safety Wcrmalbmvaaabie from Truss Plata Irdt4ute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. 69M Parke Ent BNd. Tampa. FL 33610 Job Truss Truss Type Oty Ply T19249687 2049246-SYNERGY-DYER CJ5 Comer Jack 4 1 Job Reference (optional) tlullaers mast Nonce, mlant Ully, 1-1- - Ubbb, • .t.D-6 5x6 = e.L4u s uec b Cu IN run erc mouslnee, Inc. Mon Jan LI m:4,sm l eueu Scale =1:15.5 LOADING (Pat) SPACING- 2-0-0 C51. DEFL. In (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) 0.17 2A >327 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Ven(CT) 0.16 2.4 >355 180 BCL_ 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: 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=-131(LC 12), 2=-212(LC 8), 4=-65(LC 8) Max Grav 3=146(LC 1), 2=319(LC 1), 4=92(LC 3) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 5-9-6 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 Comer(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and farces & 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 nonconcuaent 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-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for Imss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 3, 212 Ib uplift at joint 2 and 65lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 QWARNMG-yedrydealgn persmetersend READ NOTES ON TNISAND INCLUDED WEKREFERANCEPAGE W7472.v. 1N01Q015BEFORE USE Design valid for use only with MTeA® connectors. lhb design is based only upon parameters shown. and Istot an IndMduot building component, not a hum system. Before use, the bulltling designer nutnverify Me oppllcabllity, of de9gn parameters and properly incorporate this design Into Me overall bulltling design. Bracing Indicated Is to prevent buckling of lndMdual frJN web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always recurred for stablllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracng of trusses and hum systems, seeANSVrPll GuaIIN CMeilo, DS!49 and ERI Building Component Safety mfoanallonavollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22 14. 6904 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249668 2045246-SYNERGY-DYER CJ11 Comer Jack 2 1 �J.IsRef.renae (optional) euilders First Source, Plant City, FL - 32565, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:48 2020 Page 1 I D:g118wLVNi6YkTT7f&18hFyw6EN-GgRxJhnRL7csU7D7DVbcPMfvMyD6Vh W 5RifYUzr6Rf Scale =1:7.2 LOADING (psq SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Ved(LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Ved(CT) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 3 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or"-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=41/0-8-0,2=32/Mechanical,3=9/Mechanical Max Harz 1=32(LC 12) Max Uplift 1=-7(LC 12), 2=-31(LC 12) Max Gmv 1=41(LC 1), 2=32(LC 1), 3=18(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71b uplift at joint 1 and 31 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING -Verity design pare..f.. antl READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMLL747a rev. IW=V1SBEFOREUSE. Deslgnvalk for use only with Mdelg connectors. This design Is based only upon parameters shown, and Is for an Individual bulking 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 Bracing indicated is to buckling individual truss web members only. Additional temporary and permanent bracing Welk' bWONg design. prevent of and/or chord e always required for slabilty, and to prevent collapse with possible personal INury and property damage. For general guidance regarding the fabrication, storage, deft ow. erection and bracing of Invade and truss systems. seeANSUtPII Quo @v Cri DSM9 and IeCSI Building Component 69N Parke East Bind. nable from Plate Institute, 218 N. Lee Street. Suite 312. Alexondno. VA 22914, Safety tnfoonatbrgvoTruss Tampa, FL 33610 Job Truss Truss Type Oty Ply T79249689 2045.246-SYNERGY-DYER CJ21 Jack -Open 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:48 2020 Page 1 ID:gllBwLVNi6YkTT7fiBJBhFyw6EN.GgflxJhnl3L?c U7D7DVbCPMCFMWe6VhW5RifYUzr6Rf • 1-5-13 2-t-B 1-5-13 0.741 2x4 2.4 II 4 LOADING (psQ SPACING- 2-0-0 CSI. OEIF in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.01 3.4 >999 240 TCDL 15,0 Lumber DOL 1.25 BC 0.17 Ved(CT) 0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(CT) -0.01 2 rda rda BCDL 10.0 Code FBC20171TPI2014 Matrix-R Scale=1:11.4 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=86/Mechanical, 2=63/Mechanical, 3=23/Mechanical Max Horz 4=45(LC 12) Max Uplift 4=-42(LC 9), 2=-56(LC 12), 3=-33(LC 9) Max Gray 4=86(LC 1), 2=63(LC 1), 3=38(LC 3) FORCES. (lb) -Max. Camp✓Max. Ten. -All farces 250 (lb) 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; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right etrposed ; porch left and fight exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 4, 56 Ib uplift at joint 2 and 33 lb uplift at joint 3. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Walter P. Finn PE No12839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNWG-Verllxde4lSnparameter4end READNDIES ON TNL9 AND/NCLUDEDMREKREFERANCEPAGEM0.]4TJrev. 100312015B£FGREUSE Design valid for use only with MBekse connectors. This design Is bowed any upon parameters shown, and Is for an Individual building component, not 7 a muss system. Before use, the bulling designer must verity the appllcobiilly of design parameters and properly Incorporate this design Into the overall bulldingdesign. BrocingIndicated Istoprevent bucklingofindividual truss web and/or chord members only. Addlnonaltemporary and permanent bracing M!Tek* Is always required for stablity, and to prevent collopso with possible personal Injury and property damage. For general guidance regarding the fabricaflon, storage. delNery, erection and bracing of muses and muss systems seeANSVTPII Quality Crdeda, DSB419 and SCSI Building Component 6904 Parke East Blvd. Safety Infannoflonovollabie from Truss Plate Institute, 218 N. Lee Street, Sulte 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type aY Pty T19249690 204$246-SYNERGY-DYER CJ22 Jack -Open 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566. 8.240 a Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:49 2020 Page 1 ID:gll8wLVN16YkTT7f!BJBhFyw6EN-kOD78tiPCf7STeaPZw9gecvnUmFJryxW5RD5x r6Re 24 3-P0 241 0.7 N �.e 4x6 = Scale=1:11.4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0' BCDL 10.0 SPACING- 2-0-0 Plate Grip IDOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Col e FBC2017/TPI2014 CSI. TC 0.24 BC 0.21 WB 0.00 Matdx-P DEFL. in Ved(LL) 0.01 Ved(CT) -0.01 Horz(CT) -0.00 (too) 1-3 1-3 2 I/defl >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight: 15lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=126/Mechanical, 2=88/Mechanical, 3=37/Mechanical Max Harz 1=154(LC 9) Max Uplift 1= 35(LC 8), 2=-78(LC 12), 3=-5(LC 12) Max Gmv 1=126(LC 1), 2=88(LC 1). 3=55(LC 3) FORCES. (lb) -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=4.2pst; BCDL=5.Opst h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and 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 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 3-6-0 tall by 2-0-0 wide will tit 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 35lb uplift at joint 1, 781b uplift at joint 2 and 5 lb uplift at joint 3. 8) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: January 27,2020 Job Truss Truss Type Oty Ply T19249691 2049246-SYNERGY-DYER DOI Half Hip 1 1 r Job Reference (optional) builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:43:51 2020 5.00 12 Scale=1:49.7 5x6 = 3z4 = 2x4 4 5 6 54 = 3x4 = 3z6 = 3x4 = 6.6 = Plate Offsets (X,Y)-- f4:0-3-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ved(LL) 0.23 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.87 Vert(CT) -0.45 2-10 >733 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES W B 0.86 Horz(CT) - 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TP12O14 Matrix-SH Weight: 147 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 4-6: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except* BOT CHORD 7-9: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1240/Mechanical, 2=1342/0-8-0 Max Holz 2=366(LC 12) Max Uplift 7=-490(LC 9). 2=-462(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3= 2389/1605, 3-4=-2068/1649, 4-5=-1223/963 BOT CHORD 2-10— 2090/2094, 8-10= 1205/1358, 7-8=-862/1028 WEBS 3-10=-477/768,4-10=-693/738,4-8=-305/446, 5-8— 287/553, 5-7=-1393/1181 Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 3-8-15 oc bracing. 1 Row at midpt 5-7 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 Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 27-11-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide 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 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 3-6-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 7 and 462 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Cate: January 27,2020 Job Truss Truss Type rxy Ply T79249692 2045246-SYNERGY-DYER D02 Roof Special 1 1 Job Reference (optional) Buliders First Source, Plant City, FL - 32556, BR4e5 uec a zul a Ml l eK MOUSme5, Inc. Man Jan zi i w4YJ2 euzu i Scale=1:49.3 Sx8 = 5.00 12 4 Sx6 = 20 11 46 = Sx6 = e 8 3x4 = 3x8 = 5xB = 3x6 11 LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017[TP12014 CSI. TC 0.93 BC 0.78 W B 0.93 Matfix-SH DEFL, in Ven(LL) 0.25 Ven(CT) -0.46 HOR(CT) 0.05 (roc) VdeB Ud 2-11 >999 240 2-11 >713 180 8 n/a file PLATES MT20 MT20HS Weight: 1481b GRIP 244/190 187/143 FT=20% LUMBER- BRACING- TOPCHORD 2x4 SP No.1'Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 DO pudins, 4-5: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 3-8-1 oc bracing. 8-10: 2x4 SP No.2 WEBS 1 Row at midpt 7-8. 7-9 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 12 REACTIONS. (Ib/size) 8=1240/Mechanical, 2=1342/0-8-0 Max Harz 2=334(LC 12) Max Uplift 8=-472(LC 9), 2=-466(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2381/2125, 3-4=-2067/1956, 4-S-1513/1412, 5-6=-1465/1389, 6-7=-1465/1390, 7-8=-1158/1133 BOT CHORD 2-11=-2410/2084, 9-11=-1516/1400 WEBS 3-11=-464/805,4-11=-6947720,6-9= 729l758,7-9=-1609/1684,4-12— 122/377 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=4.2psY BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 14-6-0, Comer(3) 14-6-0 to 16-2-0, Exterior(2) 16-2-0 to 27-11-4 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 4721b uplift at joint 8 and 4661b uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Bind. Tampa FL 33610 Date: January 27,2020 QWARNP'G-Verity design parameters en4READNOTES ON TNISAND/NCLUDED MREKREFERANCEPAGEMl474M... 1g=s?0f5BEFOREUS& ��- Design valid for use only with Miteke9 connectors. This design Is based only upon parameters shown and Is for an IndMdual building component. not a tens system. Before use, the building designer must verity the appllcabllily of design Parameters and piWedy Incorporate this design Into the overall Additional temporary antl bracing WOW building design. Bracing Indicated is to prevent buckling of lndivldual truss web and/or chord members only. permanent a always reculred for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication, storage, delWry, erection and bracing of nurses and truss systems, seeANSUIPtt Quality Cmeda, DSO-89 and BCS1 Building Component Safety Informatnmvoilobie ham Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra VA 22314. 69N Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249693 2044246-SYNERGY-DYER D03 ROOF SPECIAL 1 1 Job Reference (options[) Builders Fust Source, Plant City, FL - 32566, 6.24e s UGC a 2e1B MI I eK Industries, Ina. Mon 3. Scale = 1:49.5 4x6 = 5.00 12 4 15 ava II 5xfi = e 3x4 = 34 = 5x8z6 = 6xe = LOADING (psf) TILL 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/TPI2014 CSI. TC 0.77 BC 0.78 WB 0.46 Matdx-SH DEFL. in (too) Udell L/d Ved(LL) -0.24 10-12 >999 240 Ved(CT) -0.47 2-12 >698 180 Horz(CT) 0.06 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 147 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'ExcepP TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 5-8: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 5-3-5 oc bracing. 2-11: 2x4 SP No.1 WEBS 1 Row at micipt 7-9 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1240/Mechanical, 2=134210-8-0 Max Horz 2=305(LC 12) Max Uplift 9= 426(LC 13), 2=-447(LC 12) FORCES. (Ib) - Max. Comp]Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-2383/1217, 3-4=-2068/1137, 4-5=-1855/1083, 5-6=-1714/975, 6-7=-1714/975 BOT CHORD 2-12=1324/2086, 10-12=-84811395, 9-10=-597/964 WEBS 3-12=-470/452,4-12=-3441728,4-10=-263/605, 6-10=-10447723, 7-10=564/1096, 7-9=-1376/867 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsh BCDL=S.Opsf; h=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-11 to 1-11-5, Interior(1) 1.11-5 to 14-6-0, Exterior(2) 14-6-0 to 17-6-0, Interior(1) 17-6-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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.20.0psf on the bottom chord in all areas where a rectangle 3-e-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4261b uplift at joint 9 and 4471b uplift at joint 2. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22939 MTek USA, Inc. FL Cad 9934 9904 Parke East Bind. Tampa FL 33610 Date: January 27,2020 QWARN/NG-Vedry design paremefersand READ NDTES ON THISAND/NCLUDEDMREKREFERANCEPAGEMX74mmK iMlI&OISREFORE USE Design valid for use only wish MRek® connectors. This design b based only upon parameters shown, and arm an Individual bullding component not a truss system. Before use, the bullding designer must verity the opplicabady, of design Parameters and properly Incorpwate this design Info the overall buldingdeslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Wek' Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guldonce regarding me fobricadon, storage. delivery, erection and bracing of trusses and truss systems. seeANSURII CuaIM Cmeda, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety snfarmasbmvallcble from Truss Plate InsnNte, 218 N. Lee Street, Suite 312, Alexandria, VA 2231A Tampa, FL 33610 Job . Truss Truss Type Oty Ply T19249694 2046246-SYNERGY-DYER D04 Roof Special 1 1 Jab Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:54 2020 5.00 FIT 4x6 = Scale = 1:49.5 f 5x6 = T 3xd = 3x6 = 3x4 = 6x8 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Vd PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.91 Ver(LL) -0.24 8-10 1999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.47 2-10 >702 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matix-SH Weight: 1391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-2-0 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end vericals. 2-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1Flow at midpt 5-7 REACTIONS. (lb/size) 7=1240/Mechanical,2=1342/0-8-0 Max Hom 2=275(LC 12) Max Uplift 7=-441(LC 13),.2=-476(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2386/1404, 3-4=-2069/1301, 4-5— 1984/1269, 6-7=-271/282 BOT CHORD 2-10=-1479/2089, 8-10=-912/1389, 7-8=-1185/1853 WEBS 3-10=-478/530,4-10=-4201734,4-8=-363/665, 5-8=-369/414, 5-7=-1996/1273 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=15f1; 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 14-6-0, Exterior(2) 14-6-0 to 20-2-0, Intedor(1) 20-2-0 to 27-11-4 zone; cantilever left and right exposed ;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 7 and 476 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 O WARNING -Verity dea/9Dpammefersand READNOTES ON MIS AND/NCLUDEDMI/EKBEFEBANCEPAGEM0.74Mmre lMti2015BEFONE USE Design valid for use only with Mnekdl connectors. This design B based only upon parameters shown and b for an Individual bulaing component, not a truss system. Before use, the building designer must verity the appilmlolllly of design parameters and property Incorporate this design Into the overall Additional temporary and permonentbracing MiTek' bulldingdesign.Bracing lntlloatedIstoprevent buckling ofIndividual trussweband/or chord members only. Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fobacafton, storage. delivery, erection and bracing of trusses and cuss systems, seeANSVIPl l GuaIM CMnia. D5549 and BC51 Building Component Safety Infoaeatlanovallable from Luss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job • Truss Truss Type City Ply T19249695 204ue246-SYNERGY-DYER D05 Roof Special 1 1 Jab Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:43:55 2020 Page 1 ID:g118wLVNi6YkTT7flBJ8hFyw6EN-ZAaOPinAoVtcBZ1ZvB7EOt9gzB7jFYUY1 uxlazr6RY • non 7E-}z r l +4; 1 202-0 zt-sr az-z0 2e-1-o 1-o-D7-s-1z I E1-0 s-e o ta-4 -s-1 s-n-o �3 46 = 5.00 rl2 Scale = 1:49.5 f Sx0 = 3x4 = 3x6 = 3x4 = 'B = LOADING (ps' 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 YES Code FBC2017/TPI2014 CS'. TC 0.82 BC 0.91 WB 0.57 Matrix-SH DEFL. in Vert(LL) -0.23 Vert(CT) -0.47 Hons(CT) 0.08 (Joe) Udell L/d a-10 >999 240 2-10 >700 180 7 n/a rJa PLATES GRIP MT20 244/190 Weight: 1361b FT LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 4-5: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-2 oc bracing. 2-9: 2x4 SP No.1 WEBS 1 Row at midpt 5-7 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 7=1240/Mechanical, 2=1342/0-8-0 Max Hom 2=246(LC 12) Max Uplift 7=-435(LC 13), 2=-479(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2381/1406, 3-4=-2067/1312, 4-5=-1929/1180 BOT CHORD 2-10=-1428/2083, 8-10=-876/1399, 7-8=-1239/1913 WEBS 3-10=-472/518, 5-7=-2100/1376,4-10=-408/727,4-8=-217/533,5-8=-350/404 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 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 Extedor(2)-1-0-11 to 4-11-5, Interior(1) 4.11-5 to 14.6-0, Exterior(2) 14-6-0 to 20-6-0, Interior(1) 20-6-0 to 27-11-4 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 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.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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 435 lb uplift at joint 7 and 479 lb uplift at joint 2. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date. January 27,2020 Q WMNWO-Verify Ceegnpnr efemand RE DNOMS ON MN ANDWCLUDEDMMEKRE RANCEPAGEM674Y4®a. le 015BEFOBE USE ��- Dedgn valitl for use only v41h Milaldticonnectoru Thisdedgn is based only upon parametersshovm. and a for an IndNWual building component, not a toss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building doi 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 collapse witn possible personal Injury and property damage. For general guidance regarding the fobreation, storage. delivery, erection and bracing of hoses and truss systems, socAlillai Gui Crank, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Informationo allabie from Truss Plate minute, 216 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79249696 2045246-SYNERGY-DYER D06 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566. • .1.0.n. 7-6-19 13 5.00 r12 5x6 = 5x6 = 4 e.24Usuec a2U19MIlex IOOUstrles.mc. Man Jan Z11b:43:bb LUZU Scale = 1:49.3 5x6 = ,0 9 3x4 = 46 = 3x4 = Sx8 = 3x6 II 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/rP12014 CS'. TC 0.79 BC 0.78 WB 0.77 Matrix -Sit DEFL in (roc) Vdefl Ltd Vert(LL) -0.24 11-13 >999 240 Vert(CT) -0.46 2-13 >721 180 Hom(CT) 0.07 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 1381b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 4-5: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1240/Mechanical, 2=1342/0-8-0 Max Hom 2=209(LC 12) Max Uplift 9=-423(LC 13). 2=-475(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3= 2378/1447, 3-0=-2069/1344, 4-5=-1471/1137, 5-6=-1948/1294, 6-7=-1994/1224, 7-8— 1782/1086, 8-9=-1192(773 BOT CHORD 2-13=-1413/2080, 11-121-899/1471, 10-11=-1247/1916 WEBS 3-13=-467/518, 6-11=-378/411,7-10=-903/624, 8-10=-1236/2032,4-13=>377/690, 5-11=-285/538 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=5.0ps1; h=1511; Cat. Il; 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 13-8-0, Exterior(2) 13-8-0 to 21-6-6, Interior(1) 21-6-6 to 27-11-4 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 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.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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 423 Ib uplift at joint 9 and 475 Ib uplift at joint 2. Waller P. Finn PE No.22839 MTek USA, Inc. FL Ced 6634 8904 Parke East Blvd, Tampa FL 33610 Date: January 27,2020 Q WARNING -Vedty design parameters and READ NOTES ON TNs3 MO INCLUDED MNTEK REFERANCEVAGE MIP74M rev. feW2015 BEFORE USE �` Design valid for use only with MRek® connectors. TM design b based only upon parameters shown. and Is for an individual building component. not a truss system. Before use. the bullding designer must verify the applicability of design parameters and property Incorporate the doOgn Into the overall Additional temporary and bracing I Mffek' building design, Brocing indicated is to prevent buckling of Individual truss web and/or chord members only. permanent Is always required for stability and to prevent collapse with possible personal Injury and property comings. For general guidance regarding the fabdcatlon, storage, delivery, erection and bracing of meses and truss systems seeANS171911 Quo" Criteria, DSO-09 and SCSI Building Component Safety mfalmallonavollobie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply T19249697 2046246-SYNERGY-DYER D07 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Mon Jan 2715:43:56 2020 ID:gltBwLVNi6Yk7r7fiBJBhFyweEN-1 M8nc2ooZp7TpjclTueTx5hufbTd_yNhwheS Scale = 1:49.9 5x6 = US = 5x6 = 3x4 = 3x6 = X- 3� = 5x8 = 3.6 II LOADING (psf) SPACING- - 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate GOPDOL 1.25 TC 0.63 Vert(LL) -0.15 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.3610-11 >927 180 BCLL 0.0 ' Rep Stress Incr YE WB 0.72 HDR(CT) 0.08 9 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-1 oc bracing. REACTIONS. (lb/size) 9=1240/Mechanical, 2=1342/0-8-0 Max Horz 2=163(LC 12) Max Uplift 9m-400(LC 13). 2m-458(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2440/1590, 3-4=2131/1425, 4-5m-1658/1263, 5-6=-1851/1285, 6-7=-1747/1055, 7-8=-1488/861, 8-91 BOT CHORD 2-13=-1504/2145, 11-13=-1061/1661, 10-11=-1277/1886 WEBS 3-13=-352/437,4-13=-236/505,5-11=-150/396, 6-11=-3D4/374, 6-10= 375/434, 7-10= 849/561, 8-10=-1079/1898 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; h=15N; Cat. 11; Eaga C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteror(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 11-8-0, Extedor(2) 11-8-0 to 23.4-0, Intefior(1) 23-4-0 to 27-11-4 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 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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4001b uplift at joint 9 and 458 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6834 6984 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 QWARNING- Ven/ydeslgeParemelereend RE4DNO7ES ON MSANDWCLUDEDMrrEKREFE NCEPAGEMIL74TJrev. 10111342015aEFOREUSE Design valid for use only with MBek® connectors. this design k based only upon parameters shown, and h for an Indviducl bustling component, not ��- a inns system. Before use, Me bustling designer mug verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabricoi storage, delivery, erection and bracing of musses and muss systems seeANSIM111 Quality Chula, OS649 and BCSI Building Component 6904 Parke East Blvd. Safety Mfoenationavallable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 229314, Tampa, FL 33610 Job Truss Thus Type Oty Ply T79249698 2045246-SYNERGY-DYER DOB Hip 1 1 Job Reference (optional) tltandem First source, Plan[ city, I-L - JZbbb, b.zra 5 aac o 1. I e MI en inuusnes, rm. nran aen cr m:ru:m am ID:gllBwLVN16YkTT7fiBJBhFyw6EN-VZi9pOoOK67KRtSylc9iTIEOS7pFjW3g9L00 4 Scale-1:49.0 4z6 = 3x4 = 46 = 5xG = 1L ra axe II 3x8 = 46 — 3.8 = 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 lncr YES Code FBC2017/3PI2OI4 CS]. TC 0.75 BC 0.85 WE 0.31 Matrix-SH DEFL, in Ved(LL) -0.16 Ved(CT) -0.37 Hoa(CT) 0.09 (too) Well Ud 2-12 >999 240 2-12 >903 180 9 r✓a n/a PLATES GRIP MT20 244/190 Weight: 13811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directlyapplied or4-11-11 cc bracing. 2-11: 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-5-5 REACTIONS. (Ib/size) 9=1246/Mechanical, 2=1348/0-8-0 Max Horz 2=98(LC 12) Max Uplift 9=-387(LC 8), 2=A66(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2436/1818, 3-4=-2113/1512, 4-5=-1901/1480, 5-6=-1839/1407, 6-7=-2015/1441, 7-9= 2226/1611 BOT CHORD 2-12=-1567/2157, 10-12— 1310/2073, 9-10=-1296/1908 WEBS 3-12=317/477, 4-12=-259/502, 5-12=-333/317, 5-10=AO5/341, 6-10=-252/453, 7-10=-127/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7.10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedar(2)-1-0-11 to 4-9-14, Interior(1) 4-9-14 to 9.8-0, Extedar(2) 9-8-0 to 18-1-13, Interior(1) 18-1-13 to 19-4-0, Exterior(2) 19-4-0 to 28-1-0 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 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-" wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 7) Refer to girder(s) for Muss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint 9 and 4661b uplift at joint 2. Walter P. Finn PE No.22836 MiTek USA, Inc. FL Cod 6634 6804 Parke East Blvd. Tampa FL 33810 Data: January 27,2020 AWANNWG-Vivaydslgnpersmete,ordNEADNOTESOXMeaANOINCLUDEDMITEKNEFENANCEPAGENIFy4M--10=015aEFOHEUSE for 10115eI0 This design Is based only upon parameters shown. and isfor an Individual building component, not Design valid use only with connectors. a Muss system. Before use, the building designer msstverify the applicabrily of dedgn parameters and property Incorporate this design Into Me overall Additional temporary and permanent bracing MiTek' buliding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Is always required for slabllity, and to prevent collapse with possible personal Injury and property damage. For general guldance regardIng the fabrication, storage, delNery, erection and bracing of hisses and truss systems. seeANSVTPII Qualm. Cdbrks, D85419 and SCSI Bolding Component Safety tnforma lone allabie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job T Truss Type Ory Ply T19249699 2045246-SYNERGY-DYER �D79 Hip 1 1 �J.blrliafarenpa (optional) Cmlpera rlrst bounce, them uny, rL - JLbbu B.C4u s uec b ZU19 Mt Iex Inausmes, Inc. Mon Jan z/ I*:4;s;pu zuxu 5.00 r12 Sx8 = 2x4 II 5.8 = 3 12 4 13 5 Scale =1:50.9 5>tfi = 10 9 B 5x6 = 2.4 5x8 = 2.4 II 1- 8-0 144 -0 21-4.0 I 29.0.0 cm-n c-n Plate Offsets (X,Y)-- [3:0-5-4,0-2-4], [5:0-5-4,0-2-41, [9:0-4-0,0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) 0.19 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.31 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.10 6 n/a n/a BCDL 10.0 Code FBC2017/PPI2014 Matrix-SH Weight: 127 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 "Except' 3-5:2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1372/0-8-0, 6=1372/0-8-0 Max Horz 2=75(LC 16) Max Uplift 2=-503(LC 8), 6=-503(LC 9) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-2449/1575, 3-4=-2763/1958, 4-5=2763/1957, 5-6=2449/1575 BOT CHORD 2-10= 1257/2131, 9-10=-1256/2139, 8-9=-1243/2139, 6-8- 1244/2131 WEBS 3-10=0/320, 3-9=489/812, 4-9=-523/501, 5-9=-489/812, 5-8=0/320 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 Do pudins. BOT CHORD Rigid ceiling directly applied or 4-7-8 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; TCDLA.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(l) 4-11-5 to 7-8-0, Exterior(2) 7-8-0 to 16-1-13, Intedor(1) 16-1-13 to 21-4-0, Extedor(2) 21-4-0 to 30-0-11 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 2 and 503 lb uplift at joint 6. Walter P. Finn PE No.22636 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 27,2020 Q wARnma-Vehlydeslgnparemefar. andREAD NOTES ON TINS AND INCLUDED MmEKREFERANCEPAGEMl474T3 rev. m/a3I20ISBEFORE USE Design valid for use only with MOekg connectors. this design Is based only upon parameters shown. antl Is for an Individual burd[irg component, not a truss system. Before use, the bustling designer must verity the oppllcablilty of design parameters and properly Incorporate this deslgn Into the overall individual truss only. Additional temporary and permanent bracing ^ AM1-- buildingdesign. Bracing inalcoted is to prevent buckling of web and/or chord members 6 chvays required for stobillN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and thus systems. seeANSVIP11 Quay Crtl9M, DS349 and IICSI IWENp Component Il 69" Papa East BNd. Safoty Wormathon vallable from Truss Plate Ins cute. 218 N. Lee Sheet, Sulte 312. Alexandria VA 22314. Tampa, FL 33610 o.L9u s use s zul a ml l ell mousnles, Inc. mon dan Ll m:9a:au Lulu Job Truss Type Ory Ply T79249700 2045246-SYNERGY-DYER �Truss D10 Roof Special Girder 1 1 �JobFleforence (optional) puaoers nrsl source, rare idly, rL- ae0oo, Scala=1:51.7 4x6 II 4 5.00 t2 __ 15 14 13 "- 11 "- '- -- 10 AXIS2x4 II 5.12 = 2x4 II 6.12 MT20HS WB=6xB = NAILED NAILED 4.6 = 5xB = Special Special b&0 6-10.2 9-E0 13.4.0 78-4.0 23-4-0 2B-on S.R.n 1O.9' 9gdd A.1 a.a 5.a-a 5-a-a S-RA l Plate Offsets (X,Y)-- f5:0-5-4,Edgel, I6:0-3-8,0-1-e1, f7:0-6-0,0-1-121, f8:0-4-0,0-1-101. f11:0-3-8,0-4-01 LOADING (psf) SPACING- 2-" CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ven(LL) 0.42 11-13 >801 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Verl -0.64 11-13 >534 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WE 0.87 Hom(CT) 0.14 8 nto Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 1511b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-7: 2x4 SP M 31, 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except- 8-12: 24 SP M 26 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=188910-8-0, 8=2563/0-8-0 Max Horz 2=91(LC 8) Max Uplift 2=-756(LC 8), 8=-1277(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-4 cc pudins, BOTCHORD Rigid ceiling directly applied or 4-9-0 cc bracing. WEBS 1 How at midpt 6-10.5-14 FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3736/1487, 3-0=-3401/1506, 4-5=-3390/1486, 5-6= 7265/3558, 6-7=502812594, 7-8=-5494/2743 BOT CHORD 2-15=-1313/3307, 14-15=-1313/3307, 13-14= 2687/6164, 11-13=-2680/6162, 10-11=340677265, 8-10- 2398/4921 WEBS 4-14=-999/2295, 5-11- 1008/1348,6-11=-152/646,6-10=-2504/1096,7-10=-740/1786, 3-14=-331/304, 5-14=-3684/1814 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.Opsh h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and night exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 756 lb uplift at joint 2 and 1277 lb uplift atjoint8. 9)'NAILED' indicates 3-10d (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NOS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1137 lb down and 598 to up at 19-0-12, and 281 no down and 219 lb up at 23-4-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) 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 Walter P. Finn PE No12839 MiTak USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 AWARNING-VedrydesignpemmefereandREADNOTESONMISANDINCLUDEDMREKREFERANCEPAGEMIFT4Tare..loMi/POISBEFOREUSE. Design valid for use only wnh Maek® connectors. This design Is based only upon parameters shown, and Is for an Individual bantling component, not a truss system. Before use, the bulldhg designer must verify the oppllcablllty of design parameters and properly Incorporate this tleslgn 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 Wek' 6 olways required for stability and to prevent collapse with possiblepersonal injury and property damage. For general guidance regarding the fobricotion storage. delivery, erection and bracing of musses and huss systems. seeANSVrFI1 Quality CmnW, D3349 and BCSI Budding Component Safety Informatbnavoiloble from Truss Plate Institute, 21 B N. Lee Sheet, Suite 312, Alexandria, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Type Oty Ply T79249700 2049246-SYNERGY-DYER D10 �TZoofSpecial Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-7=-70, 7-9=-70, 2-8=-20 Concentrated Loads (lb) Vert: 7=-21(F) 10=-281(F) 16=-102(F) 17=-102(F) 18=-1137(F) 19=-33(F) 20=-33(F) 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:43:59 2020 Page 2 I D:gll8wLVNi6YkTT7fi BJ8hFyw6EN-RxgvE4ggrkO2gAKK80CAYJL9oKsBGl7detl RLzr6RU Q IVANNWO- VeNrydeslgapammeteneedNEAONOTES ON THISANO INCLUDED MNEKBEFENANCEPAGEMO74"mv. lt4D3&?01SBEFOFE USE Design valld tot tee ooiy with Mrteldiconnectors. This design soared oNy upon paramete6 Shown. and Is for as Individual building component not a hum system. Before use. me buYtling designer must verify the applicability of design parameters and property Incorporate this design Into the overall individual hum members oNy. AddBlonal temporary and permanent bracing MiTek' building design. Bracing Indicated is to prevent buckling of web and/or chord Is alwaysrequlred for stabllliy and to prevent collapse Win possible personal Injury and properly damage. For general guidance regarding ire fabrication. storage, delivery. erection and bracing of hurries and truss systems, seeANSI/IPII GualM CMnYs, CSld9 and ICSI Building Component Safety Nformbrs atavallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. 6904 Pella East Blvd. Tampa, FL East0 P Job Truss Truss Type Oty Ply T19249701 2049246-SYNERGY-DYER D11 Roof Special Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2716:44:01 2020 Page 1 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-NKxBmsxNLelwUUjGREedePhW cERfAR04yMsWDzr6RS 1-0-0 5- -0 9-6-0 14-0-0 15'a 1&0.0 1-0.0 5-0.0 4-6-0 4-6-0 1 1-40 1 iso-0 l I Ri Scale-1:35.2 4x6 = 2x4 II '""--- 5x8 =-""'- 3x4 = bxd = Special NAILED Special NAILED 60.0 9.6.0 14.0.0 19-0-0 o 4.6.0 4 Plate Offsets (X Y)- [3:0-5-120-2-8] [4:0-1-80-1-0] [5:0-5-120-2-81 f10:04-002-01 [12:0-2-40-4-51 fl3:0-2-40-2-131 f14:0-2-10Edge) LOADING (pso SPACING- 2-0-0 CSt. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Veh(LL) 0.17 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.24 9-10 >923 180 BCLL 0.0 ' Rep Stress ]net NO WB 0.86 Horz(CT) 0.07 8 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 1061b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 4-14: 2x4 SP No.2 BOT CHORD JOINTS REACTIONS. (lb/size) 8=1316/Mechanical, 2=1431/0-8-0 Max Holz 2=118(LC 8) Max Uplift 8=-626(LC 5), 2=-664(LC 4) FORCES. (Ib) - Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2680/1248, 34=-3120/1578, 4-5=-3120/1578, 5-6=-2610/1266 BOT CHORD 2-11=-114012350, 10-11_ 1135/2363. 9-10=-1163/2424, 8-9=-1169/2393 WEBS 3-11=0/348, 3-10=470/886, 4-10=-577/490, 5-10=449/806, 5-9=0/291, 6-8=-2593/1273 Structural wood sheathing directlyapplied or3-1-12 oc pudins, except end verticals. Except: 2-10-0 oc bracing: 34, 4-5 Rigid ceiling directly applied or 5-5-10 Go bracing. 1 Brace at Jt(s):4 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=15N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight 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 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 3-6-0 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 626 lb uplift at joint 8 and 664 Ito uplift at joint 2. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) 'NAILED" indicates 3-10d (0.148°xT) or 3-12d (0.148°x3.25°) toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 307 lb up at 5-0-0, and 251 lb down and 307 Do up at 14-0-0 on top chord, and 1171b down at 5-0-0, and 117 lb down at 13-11-4 on bottom chord. The desiga/selecdon of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD.CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-6=40, 6-7= 70, 2-8= 20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 AWARNING-Verifydeslgnp.hW0ersandREADNOTESONMISAND/NCLUDEDMREKREFERANCEPAGEMIFT4Tarev.fOPoY2015BEFOREUSE. Design valid for use only with MReM connectors. This design Is based only upon parameters shown and Is for an Indivitlual loading component, not �� a truss system. Before use, the building designer must verity Me appllcablllty of design parameters and properly Incorporate this design Into the overall Indicated Is buckling Individual truss web members only. Additional temporary and permanent bracing MiTek' buridingdedgn. Bracing to prevent of and/or chord 8 always required for stability and to prevent collapse with possible personal injury and propeM damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of pusses and truss systems, seeANSVTPIl Quality Creeds, DSB-89 and SCSI finding Component 69N Parke East Blvd. Safety Informationavasclele from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249701 2045'246-SYNERGY-OVER D11 Roof Special Girder 1 1 4 Job Reference o tional Builders First Source, Plant City, FL - 32566, 6.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:01 2020 Page 2 ID:g118wLVNi6YkTT7fiBJ8hFyw6EN.NKx fmsrNLolwUUlGREed8PhWcERfAR04yMsWDn6RS C LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-204(F)5=-204(F) 11=-82(F) 9=-82(F) 15=-76(F) 16=-76(F) 17=-76(F) 18=-76(F) 19=-26(F) 20=-26(F) 21=-26(F)22=-26(F) O WARNING- Verify dcstgnpararmfenand READ NOTES ON TN/SANDINCLUDED MREKNEFERANCEPAGEMl474" mv. laffl UP015 BEFORE USE. Design valltl for use only wIM MOelt® connectors. ihls design Is based only upon parameters shown. antl Is for an In6Nltlual bulltling component, not a truss system. Before use, the buutlhg designer musivarlry Me apP6coblllry of tleslgn parameters antl properly hcorporote Mls tlaslgn Into me overall builtlhg tlesign. &acing hdicated is to prevent bucWhg of lntlNitlual buss web and/or chord members oNy. AddlXonal temporary antl permanent bracing MiTek' b piwaysrequlretl for stabNTy andto prevent collapse wlh possible penonol Mond property Damage. For general gultlpnce mgartlhg the tobrico1., storage, tleiNery, erection and bracing of hu5565 and fiuss systems. seeANSUIPII QuolMv CRAM, OS!-09 and BC31 Buldhp Compan.nt Sa1Ny inlormaMrpvo'obl. from Truss Plate IntMute. 218 N. Lee SI(eeL Suite 312. Alexondrh. VA 22914. 6904 Parke Easl BNtl. Tampa, FL 33610 Job Truss Truss Type City Ply T19249702 2045246-3YNERGY-DYER E01 Common Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:02 2020 Page 1 ID:gilBwLVNi6YkTT7fiBJ8hFyw6EN-rWV2t6sZ8fmcxe3vp9itAMxdOcjOdhaJc5P2gzr6RR -1-0-0 44-2 &40 13.1-4 16-8-0 1-0-0 44-2 3-01-04 4.9.4 3-6-12 D Scale =1:30.1 6.12 MT20HS= 6xe= 7x10= 8xl4MT20HS= Special are 11 6x12MT20HS-- Special Special Special Special 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 NO Code FBC2017/TPI2014. CSI. TC 0.84 BC 0.57 W B 0.86 Matrix-SH DEFL. in Van(LL) 0.16 Val-0.27 Horz(CT) 0.06 (lac) Well Ud 8-9 >999 240 8-9 >710 160 6 n1a nfa PLATES MT20 MT20HS Weight: ISO lb GRIP 2,14/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or2-11-12 oc pudins. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=7175/0-8-0, 2=5138/0-8-0 Max Horz 2=89(LC 31) Max Uplift 6=-2602(LC 9), 2=-2064(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11177/4490,3-4=-11269/4511,4-5=-11371/4397,5-6=-13822/5103 BOT CHORD 2-9=-4071/10044, 8-9— 3467/8998, 7-8=-4558/12429, 6-7=-4558/12429 WEBS 3-9=35B/567, 4-9=-1904/4269,4-8=-1581/4527, 5-8=-2180l706, 5-7=-618/2226 NOTES- 1) 2-plytruss 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. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 -1 row 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 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.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 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2602 Ib uplift at joint 6 and 2064 He uplift at joint 2. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4361 Ib down and 1994 lb up at 7-2-4, 20371b down and 7521b up at 9-1-8, 1449lb down and 4871b up at 11-0-12, and 1459 lb down and 473 Ib up at 13-0-12, and 14691b down and 461 Ib up at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Welter P. Finn PE No.22839 LOAD CASE(S) Standard MiTek USA, Inc. FL Can 6834 8904 Parke East Blvd. Tampa FL 33810. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: 1� d January 27,2020 Q WARNING- yer11y0ea1gn pammeleraand HEAD NOTES ON THIS AND INCLUDED MmEKREFERANCEPAGE611F74YJ rev. 10,11YP0159EFORE USE. Design valid for use only wlM MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component. not ��- a huss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bustling design. Bracing Indicatetlb to prevent bucWhg 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 recreation. storage, delivery, erection and bracing of trusses and Muss systems meANSURII Quality CrBedo, V3349 and BCSI Budding Component 69N Pane East Blvd. Safety Blformaibrpvalloble from Truss Rate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Trial Type OIy Ply T19249702 2045246-SYNERGY-DYER FEO1 Common Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL- 32566, LOAD CASE(S) Standard Uniform Loads (plo Vert: 1-4=-70, 4-6=-70, 2-6=20 Concentrated Loads (Ih) Vert: 9— 4361(F) 7— 1459(F) 10=2037(F) 11=-1449(F) 12=-1469(F) 8.240 a Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:44:02 2020 Page 2 ID:gIIBwLVN16YkMfiBJ8hFyw6EN-rW V2t6sZ8fmcXe3vp9ltAMxdOcjOdhaJc5P2gzr6RR QWARNING-Verity deslgnparemetersand READ NOTES ON TNISANO INCLUDED MREKREFERANCE PAGE MII-7474 rev. IMM15BEFORE USE . Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Isfor an Individual building component, not �■� ■■ a truss system. Before use, the building designer must verity the appllcabllihy of design parameters and properly Incorporate this design Into Me 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 collapse with postibie personal injury and property damage. For general guidance regarding the fabricatlon, storage. delivery, erection and bracing of hums and tout systems. sepANSIMI1 QupiBv Call DS5-i and SCSI larding Component 69M Pence East Bbd. Safely Informalamvalloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexor lo. VA 22314. Tampa, FL M610 Job Truss Truss Type Oty Ply T19249703 2049246-SYNERGY-DYER E02 Common 9 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240s Dec 62019 MiTek Industries, Inc. Mon Jan 27 15:44:03 2020 Scale =1:30.3 Sx6 = Id Sx6 = 5x8 = 5x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 13CLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.82 BC 0.77 W B 0.15 Mahix-SH DEFL. in Ven(LL) 0.15 Ven(CT) -0.24 Hoa(CT) 0.02 (too) Well Ud 4-6 >999 240 4-6 >785 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 601b FF=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-2 Do bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=817/0-8-0, 2=817/0-8-0 Max Horz 2=-80(LC 17) Max Uplift 4=-300(LC 13), 2=-300(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1110f712, 3-4=-1110f712 BOTCHORD 2-6=446/907,4-6=446/907 WEBS 3-6=-10/392 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=0.1Q MWFRS (envelope) and C-C Exledor(2)-1-0-11 to 4-11-5, Interior(l) 4-11-5 to 8-4-0, Extedor(2) B-4-0 to 14-4-0, Interior(1) 14-4-0 to 17-8-11 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) 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 20.0psf 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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 4 and 3001b uplift at joint 2. Walter P. Finn PE Na12839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 AWARNING.Vertyydesr9nperenhM.ndREADNOTESONTHiSAND1NCLUDEDMITEKREFERANCEPAGEMIF74M v-1rt11112015BEFOREUSE. Deslgn volfd for use only wlth MITek® connectors. This design Is based only upon parameters shown, and Is for an IndNltlual buiding component, not a huss system. Before use, the building designer must verify the apalcabll0y of design parameters and properly Incorporate mis deslgn Into the overall bu9dingdeslgn. Bracing Indicated is to prevent budding of lndMdual hum web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalways requlredfor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricotion storage. deWery. erection antl bracing of hums and hum systems, weANSIMIT Quality CMede, DSE49 and SCSI Building Component 69M Parke East BNtl. Safety InfannalbMvoiloble from Truss Rate ImnMe. 218 N. Lee Sheet Suite 312, Alexondno, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T79249704 2045246-SYNERGY-DYER E03 Hip 1 1 • Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:03 2020 i Lx9 I I ax0 — 7-0-0 9-8-0 16.8.0 7-0-0 2-8-0 7-0-0 Scale - 1:30.8 Plate Offsets (X,Y)-- r7:0-3-0,0-3-01 LOADING (psQ SPACING- 2-" CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) 0.13 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.23 5-7 >843 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Harz(CT) 0.02 5 n/a tells BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 631Is FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=817/0-8-0, 5=817/0-8-0 Max Horz 2=69(LC 13) Max Uplift 2=288(LC 12), 5=-288(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11547777, 3-0=-962/802, 4-5=-11537777 BOT CHORD 2-8=-513/956, 7-8=-511/962, 5-7=-510/955 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-0-1 be 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=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 7-", Exterior(2) 7-0-0to 17-8-11 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 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 tit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Its uplift at joint 2 and 288111 uplift at joint 5. Walter P. Finn PE No.22879 MiTek USA Inc, FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: January 27,2020 0 WARNING -Verilydealyn paramefereend READ NOTES ON THISAND INCLUDED MREK REFERANCEPAGE MIF7473 rev. 10001?015 BEFORE USE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall dual s web antl/or chord members only. Additional temporary and permanent bcing building design. Bracing Indicated is to prevent buckling of individual ra M 1�, 6 always raculred for stability and to prevent collapse win possible personal injury and property damage. For general guidance regcrding the fabrication, storage, calvary. erectton and bracing of trusses and truss systems seeANSIRPII Cualay Claeda, DSB49 and 1C516uilding Component 5904 Parke East Blvd. l Safety 0darmatpmvalloble from Truss Rate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Tres Truss Type Ply2045246-SYNERGY-D T19249705 YER E04 Hip Girder r 1 • Job Reference (options[) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 62019 MiTek Industries, Inc. Mon Jan 27 15:44:04 2020 Page 1 ID:gllBwLVNi6YkMfiBJBhFyw6EN-ovdolnupgGOKuDlxaoLFni DdpBUsiwsmwaW 7Yzr6RP 1-0.0 5-D-0 II-B-0 16-8-0 17-8.0 1 1-0.0 i 5-06 I 6.8-0 5-0.0 1-0-0 � - r i Special 5xs = NAILED NAILED NAILED 10 11 12 Special Bids = - exq II Special NAILED Special Scale=1:30.8 Plate Offsets (X,Y)-- [3:0-4-0,0-1-131, (4:0-5-12,0-2-81 LOADING (pso SPACING- 2-" CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.10 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.24 7-9 >768 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.05 5 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 701b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4: 2x4 SP M 31 BOT CHORD 2x4 SPNo.2 WEBS 2x4 SPNo.3 REACTIONS. (lb/size) 2=1256/0-8-0, 5=1259/0-8-0 Max Hom 2=52(LC 12) Max Uplift 2=-583(LC 4), 5=-584(LC 5) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2342/1063, 3-4=-2073/1005, 4-5=-2347/1064 BOT CHORD 2-9=-926/2056, 7-9= 899/2076, 5-7=-907/2060 WEBS 3-9=0/456, 4-7=0/460 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purtins. BOTCHORD Rigid ceiling directly applied or 6-1-2 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; 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) All bearings are assumed to be SYP No.3 crushing Capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 583 lb uplift at joint 2 and 584 Be uplift at joint 5. 8) *NAILED" indicates 3-10d (0.148°x3-) or3-12d (0.148°x3.25°) toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 307 lb up at 5-0-0, and 251 Ile down and 3071b up at 11-8-0 on top chord, and 117 Ile down at 5-0-0, and 117 Ile down at 11-7-4 on bottom chord. The designtselection 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, 3-4= 70, 4-6=-70, 2-5=-20 Concentrated Loads (Ib) Vert: 3=-204(B) 4=-204(B) 8=-26(B) 9_ 82(B) 7=-82(B) 10=-76(B) 11=-76(B) 12= 76(B) 13=-26(B) 14=-26(B) Waltsr P. Finn PE No.22839 MiTek USA, Inc, FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 27,2020 AWARNING -VerilydeslgnparemefereandREADNOTESONTNISANDINCLUDEOMREKREFERANCEPAGEMIF7473rev.1NO3IMISBEFOREUSE. Design valid for use only wlm MroW connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a hues system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into tee overall budding Individual truss members only. Addiflonoltemporaryandpermonentbrocing MiTek bWdingdeagn. Bracing Indicated is to prevent of web and/or chord Is always required for stabi ly and to prevent collapse with possible personal injury and property damage. For general guidance regarding this fabriconon, storage, delivery, erection and bracing of arises and hues systems seeANSVII'll Cui CdNdo. OSB49 and IIC516uildbp Component 6904 Parke East BW. safely Infoenallonavaaoble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexancao. VA 22314. Tampa, FL 33610 Job Truss Thus Type City Ply T19249706 2049246-SYNERGY-DYER EA Monopitch Structural Gable 4 1 �JotbPoferencs(opllonal) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:05 2020 Page 1 ID:gllBwLVNi6YkTT7fiBJBhFyw6EN-G5BAV7vRR88BO5oUVHJao_ZUmDISbBu07aK3f7zr6RO 2-8-0 1-0-0 2-6-0 Scale =1:10.7 axis = 2-B-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ved(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Ven(CT) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Mar YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 10111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=50/Mechanical, 2=22910-8-0, 4=23/Mechanical Max Hai 2=82(LC 12) Max Uplift 3=-57(LC 12), 2=-120(LC 8) Max Grav 3=50(LC 1), 2=229(LC 1), 4=45(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 cc pur ins. BOT CHORD Rigid ceiling 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.Opsf,, h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Conrl 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) 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 perANSVTPI 1. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 pat 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-" wide will fit between the bottom chord and anyother 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 57111 uplift at joint 3 and 120lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361D Date: January 27,2020 OWARNING-yedlydesignparametereand BEAD NOTES ON THIS AND INCLUDEDMIFEKREFERANCE PAGE M11.74".y. 10=2015 BEFORE USE. Design valid for use only with Mnek connectors. Otis design Is bored only upon parameters shown, and Is for an Individual bulltling component, not a III system. Before use, the bulltling designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulidlnedeslgn. Bracing Indicated a to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobtication, storage. delivery, erection and bracing of trusses and truss systems seeANSWIll Quality Cr@nb, DSB49 and 0CS1 Building Component 69M Parke East Bind. Safety Informotionavaeable from Tnus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply T19249707 2045246-SYNERGY-DYER EJ5 Jack -Open 15 1 Job Reference (optional) tlUlluers First bout", Plant Uiy, 1-1-- 32b66, 6.24U s ueC U 2U19 MI I eri mausmes. mc. Mon San 27Ib:44:O7 2U2O sr:e LOADING (psf) SPACING- 2-M CSI. DEFL. in (Joe) Vdell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ve I(CL) -0.03 2-4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.26 VerUCT) -0.05 2-4 >999 ISO BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hoa(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017ITPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=146/Mechanical, 2=319/0-8-0, 4=46/Mechanical Max Ho¢ 2=136(LC 12) Max Uplift 3— 131(LC 12), 2=-124(LC 8) Max Gmv 3=146(LC 1). 2=319(LC 1), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (III) or less except when shown. Scale=1:15.5 PLATES GRIP MT20 244/190 Weight: 17111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh, h=15R; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (envelope) and C-C Extedor(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) This truss has been designed for a 10.0 psi 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 lit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3 and 124 Ib uplift at joint 2. Walter P. Finn PE N032839 MiTek USA, Inc. FL Cad 6634 68D4 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREICREFERANCEPAGEMIF7473 rev. 1NOY2015BEFORE USE. Design valid for use only with Miley connectors. This design Is based only upon parameters shown, and is for an Individual bulltling component, not �� a muss system. Before use. Me building designer must verity the applicability of deign parameters and properly Incorporate the design Into the overall building design. Bracing lndlooted is to prevent bucking of lndNldual buss web and/or chord members only, Additional temporary and permanent bracing MiTek' is always required for stablIlty and to prevent collapse Win possible personal hJury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and buss Systems, seeANSVTP1I Quality Cr6edo, DS349 and SCSI Su2dhB Component 69N Parke East Blvd. Safety lelaanatbmvoiloble from Truss Plate Institute, 218 N. Lee Shoal, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type OtY Ply Tl9249708 2045246-SYNERGY-DYER EJ6 Jack -Open 11 1 Job Reference (optional) euuaers rlrst bource, ream ury, rL- azbbb, b.z4u s Uec b Zulu mu ex Inausmes, Inc. man aan zr Io:44:tz zuzu 5x6 = Scale = 1:17.1 5.10.0 LOADING (PSI) SPACING- 2-0-0 CSI. DEFL in (too) -Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) -0.05 2-4 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Verl -0.10 2-4 >622 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017/TP12014 Matnx-P Weight: 20 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (Ibfsize) 3=178/Mechanical, 2=354/0-8-0, 4=54/Mechanjcal Max Harz 2=155(LC 12) Max Uplift 3_ 156(LC 12), 2=-129(LC 8) Max Grav 3=178(LC 1), 2=354(LC 1), 4=109(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -AU fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling 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; MWFRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 5-9.4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 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 156 lb uplift at joint 3 and 129lb uplift at joint 2. Welter P. Finn PE No.22836 MiTek USA, Inc. FL Cud 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 0 WARNING -Verify des/gnparemefemand READ NOTES ON TNISAND INCLUDED MDEKREFERANCEPAGEMIF74Ta W. 10/ MISBEFORE USE. Design valld for use only with Ivil connectors. This design Is based only upon parameters shown, and Is for on Individual buldIng component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall curdling design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members My. Additional temporary and permanent bracing �A MjTek' I Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and fuss systems, seeANS91PI1 duaaliptyry Claude, DS849 and SCSI Bultlhp Component 69M Parke East BNd. Safety Informatbnavollobie from Toros Plate Institute. 218 N. Lee Street Suite 312 Alexondrio. VA U314. Tampa, FL 33610 Job Truss Truss Type City ply T19249709 2045246-SYNERGY-DYER �E,17 Jack -Open 23 1 Job Reference (options]) ounoers nrsr source, r,arn Iny, rL- aecoo, 0.49u s uec o Lul a mu eR lnausines, Inc. mon dar Lr io:44:la Lulu rage, l iYkTT7f BJ8hFyw6EN-1egCAs4TY192MKPO=SS7gvlKRKnTptBrqGUxXzr6RG 5.6 = 4 Scale =1:20.6 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) Vcrefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.14 2-4 >552 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.20 2-4 >396 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 23 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=206/Mechanical, 2=405/0-8-0, 4=81/Mechanical Max Hom 2=182(LC 12) Max Uplift 3=-164(LC 12), 2=-139(LC 12) Max Grav 3=206(LC 1), 2=405(LC 1), 4=125(LC 3) FORCES. (Ib) -Max. ComprJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY 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, Intenor(1) 4-11-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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) All beatings are assumed to be SYP No.3 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to beating plate capable of withstanding 164 Ib uplift at joint 3 and 139 Ib uplift at joint 2. Walter P. Finn PE No.22839 MIT& USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING -Verify dadamparamefersand READ NOTES ON TNISAND INCLUDED MWEK REFERANCE PAGE11S-7473 rev. 14703Q015 BEFORE USE. Design valid for use only with Mnek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not �� o hum system. Before use. me building designer must verify the appllcalorlty of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of lndivitlual buss web and/or chord members only. Additional temporary and permanent bracing MITOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobecohon hxoge. delivery, election and brodng of busses and hear systems, seeANSIM11 CuaW CfBuk. DSB49 and SCSI Building Component 6904 Parke East Blvd. Safe this adlomvallable from Truss Plate Institute, 218 N. Ise Sheet. Suite 312, Nexandrlo, VA 22314. Tampa, FL 33610 Jab Truss Truss Type City Ply T19249710 2045246-SYNERGY-DYER EJ31 Jack -Open 1 1 Job Reference (optional) oullVars nrsl Jource, nam filly, rL- JzaoO, 5x6 = O.C4VSUtlV aLV Itl MIItlII InOVSI11tlG, I11G. MVII Ja11 L/ IJ:44:VO GVLV 1 IiCWTT-)RO ICAGn.,CCI.I LIIYTrAIV!_7I1CAInMnn1!!`CnalA70YnOOCCOnG1 Scale=1:12.8 3.8.0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) 0.04 2A >911 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.04 2-4 >990 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 131b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (lb/size) 3=94/Mechanical, 2=26510-8-0, 4=33/Mechanical Max Harz 2=105(LC 12) Max Uplift 3=-90(LC 12), 2=-182(LC 8), 4=-46(LC8) Max Grav 3=94(LC 1).2=265(LC 1), 4=65(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD Rigid ceiling 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=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed; parch left and fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been. designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to Dealing plate capable of withstanding 901b uplift at joint 3, 182 to uplift at joint 2 and 46 lb uplift at joint 4. Walter P. Finn PE No.22839 Mill USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: January 27,2020 OWARNING- Verlrydes19n paannfersend READ NOTES ON TNISAND/NCLUDED MREKNEFERANCE PAGE 100-7473 rev. te/MISBEFOBE USE. Design valid far use only with Mdill connectors. lhls Is based only upon parameters shown, and Is for on Individual outriding component, not ��- a truss Mtem. Before use, the building designer must verify the oppllcablllN of all parameters and properly Incorporate Mls deslgn Into the overall buidxgdesign. Bracingindicated 6toprevent bucking ofIndividual trussweband/or chord members only. Additional temporary and permanent bracing MiTek' Is olwoysrequked for stability, antl to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the on and bracing of nurses and systems, seeANSUVNI Quality CBarWrn . DS549 d SCSI Buldhp Component fabrication, storage, delivery, erectlOust Safety Informatkinovaaoble from Truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 69p4 Park tl. Parke East Blvd. Temp a. East B Job Truss Truss Type Ory Ply T19249711 2049246-SYNERGY-DYER EJ32 Jack -Open Girder 1 1 LbR.ference (optional) Builders First Source, Plant City, FL- 32566, 4x6 = 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:06 2020 Page 1 ID:gllSwLVNi6YkTT7fiBJ8hFyw6EN-kllYTv4CtG20FNg27gpKC6iwd42Ke89EE3cBRzr6RN Scale = 1:11.4 Plate Offsets(X,Y)-- (1:0-0-0,0-1-151,[1:0-2-10,0-7-101 LOADING (psQ SPACING- 2-" CS]. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.13 Ven(LL) 0.01 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Ven(CT) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4.SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=85/Mechanical,3=80/Mechanical,1=125/0-4-0 Max Horz 1=77(LC 8) Max Uplift 2=-79(LC 8). 3=-50(LC 4), 1=-63(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsf; h=15tt; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and fight exposed: porch 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 79 lb uplift at joint 2, 50 lb uplift at joint 3 and 63 lb uplift at joint 1. 6) "NAILED' Indicates 3-10d (0.148"x3") or 3-12d (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 Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=-71(F) Walter P. Finn PE No22839 MiTek USA, Inc. FL Ced 6634 6904 Parke Past Blvd. Tampa FL 33610 Date: January 27,2020 Job Truss Thus Type Dry Ply T19249712 2041246-SYNERGY-DYER EJ51 Jack -Open 2 1 Job Reference (optional) builders First source, Ylant city, FL- 32555, 6.24USUM s2muntoexlndusines.inc. Mon3an211b:44:062UZU Sot = LOADING (psF) SPACING- 2-0-0 CS1. DEFL. in floc)I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ven(LL) -0.05 2-4 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.09 2-4 >683 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hcrz(CT) -0.00 3 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-P LUMBER - TOP CHORD 2x4 SP No.1 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=172/Mechanical, 2=347/0-M, 4=53/Mechanical Max Horz 2=151(LC 12) Max Uplift 3=-151(LC 12), 2=-128(LC 8) Max Grav 3=172(LC 1), 2=347(LC 1), 4=105(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:16.8 PLATES GRIP MT20 244/190 Weight: 19 lb FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCD1_=5.0psf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 5-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 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 151 Ib uplift at joint 3 and 1281b uplift at joint 2. r Walter P. Finn PE No.22839 MiTok USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: January 27,2020 Job Truss Truss Type Oty Ply T19249713 2045246-SYNERGY-DYER EJ52 Monopitch Girder 1 1 + Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:10 2020 Page 1 I D:g118wLVNi6YkTT7fiBJ8hFyw6EN-c3_3YryaG6mUVsgRHqu1V2HGdElbGS8I8sl gKCzr6RJ 2.4 11 3x4 = 2x4 II Scale - 1:17.5 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.11 1-3 >575 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.17 1-3 >367 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Hoa(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=881/0-8-0, 3=1157/Mechanical Max Horz 1=132(LC 8) Max Uplift 1=-379(LC 8), 3=-578(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 5-8-0 oc pudins, except end verticals. Rigid ceiling directly applied or 7-7-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. 11; Exp C; Encl., GCpi=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 pal 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 3791b uplift at joint 1 and 5781b uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 Ib down and 137 lb up at 1-9-1, and 1296 lb down and 646 lb up at 3-8-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2= 70, 1-3=-20 Concentrated Loads (lb) Vert: 4=-275(B) 5=-1296(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 QWABNING. yerlty Ceslgnpsremeferoaca BEAD NOTES ON TNISANO/NCLUDED MIrEKNEFEHANCE PAGE All ?C=015 BEFORE USE. Design volld for use only with Mdek® connectors. this deslgn 6 based only upon parameters shown, and Is for an Inc Mdual bulltling component. not o truss system. Before use, the bulltling designer must verity the oppllcobllity of desgn parameters antl properly Incorporate this design Into Me overall buIldingdosign. gracing Indicated Is to prevent buckiingofindMdualtrussweband/or chord members only. Additional temporary and permanent bracing MiTek* Is olways required for stabllity, and to prevent collapse with possible personal injury and property damage. For general guidance regarding me storage, delivery, erection and bracing of trusses and buss systems, seeANSumil GuaNv Criteria, D5049 and SCSI Building Component 6904 Parke East Blvd.fabrication, Safety MformalbNvotable from Truss Rate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply T19249714 2043246-SYNERGY-DYER EJ55 Monopitch Girder 1 1 • Job Reference o tional Builders First Source, Plant City, FL-32566, 8.240 a Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:44:11 2020 Pagel ID:qIIBwLVNi6YkMfiBJ8hFyw6EN-5FYRmBzC10uL60FerYQI FpUt ea27vNuN W nNsezr6Rl 2x4 II 2 3x4 = 2x4 II F6 0 Scale: 3/4'=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.08 1-3 >699 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.09 1-3 >609 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hom(CT) 0.00 r✓a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=520/0-8-0, 3=648/Mechanical Max Horz 1=117(LC 8) Max Uplift 1=-295(LC 8), 3— 457(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 5-0-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.OpsY h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; LumberDOL=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) at truss to bearing plate Capable of withstanding 295 lb uplift at joint 1 and 4571b uplift at joint 3. 6) 'NAILED' indicates 3-1 Od (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65516 down and 549 lb up at 3-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-2=-70, 1-3=-20 Concentrated Loads (lb) Vert: 4=-106(B)5=-655(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING -Vedry desl9nparamefersend READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEM/1,7473roe fN0.Y1015BEFOREUSE Design volid for use only with MiTek® connectors. IDe design Is based only upon parameters shown, and Is for an IndNldual building component, not 7 a truss system. Before use, the building designer mustverify the applicability of design parameters and property Incorporate this design Into the overall building design. Biocing 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 fobdcaton, storage. delivery. erection and bracing of trusses and hum systems seeANSIFIPl1 Quality Criteria, D35419 and SCSI Building Component 6904 Parke East BNd. Tampa, FL 33610 Safety InformatbNvallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Oty, Ply T19249715 2045246-SYNERGY-DYER EJ61 Jack -Open 7 1 Job Reference (optional) aulmers rust source, "I wy, 11- 41poo, is,au a use a zu is ma iea inausmes, inc. men Scale = 1:17.1 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 Incr YES Code FBC2017/rP12014. CSI. TC 0.41 BC 0.66 WE 0.00 Matrix-R DEFL. in Ve an0.04 Vert(CT) 0.03 Hoa(CT) -0.02 (too) Udell L/d 3 >999 240 3 >999 180 5 n/a Na PLATES GRIP MT20 244/190 Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD .Rigid ceiling directly applied or 7-9-8 oc bracing. 3-9,6-7:2x4 SP No.3 REACTIONS. (Ib/size) 4=78/Mechanical, 2=36010-8-0, 5=168/Mechanical Max Horz 2=155(LC 12) Max Uplift 4=53(LC 12), 2=-126(LC 8), 5=-68(LC 12) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=298/186 BOT CHORD 2-9=-422/277, 3-8=-98/281, 7-8=-505/323, 6-7— 272/178, 3-6=-306/485 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=5.Opsf; InI Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope) and C-C Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 5-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 531b uplift at joint 4, 126 lb uplift at joint 2 and 68 lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL 16634 6604 Parke East Blvd. Tampa FL 33610. Date: January 27,2020 O WARNING. wedlydesim parameters and READ NOTES ON TNLSAND INCLUDED MITEKREFERANCEPAGEMl7479 V. 1c=1?015eEF0REUSE. Design valid for use only with MfieaS 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 the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling Indlvitlual truss web and/or chord members only. Additional temporary and permanent bracing WOW prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ding Component fabricaflon, storage, delivery, erection and bracing of trusses and huss systems. seeANSVrPlI Quality Cmo4a, DSB419 and SCSI Building East 690 Perks East Blvd. Safety Infoonationavolloble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. P a, FL 0 Job Truss Truss Type Oty Ply T19249716 2045246-SYNERGY-DYER FG1 Flat Girder i 2 Job Reference (optional) aunuars nrs1 source, nam 1 .1y, 11. - ozaoo, 800 = 1 23 3x6 II 5x6 = fix8 = 2 24 3 25 aye i ID:gll8wLVNi6YkTr7fiBJ8hFyw6EN-zOoybYOj4ePmbeZP4OUwC5 79Fw5xVMU181b7Pzr6RE I 14-3-e I 17-1-13 20.0-3 23-0-7 2&8-15 30-3-9 34.3-11 3-0-4 2.10.6 2-10-6 3.0.4 3.8.8 30 4-0-2 Scale = 1:57.9 8x14 MT20HS= Bx14 MT20HS= 804 MT20HS= 2x4 II 8xl4 MT20HS= 6x8 = 5x6 = 8x10 = 26 4 27 5 28 6 29 7 30 31 8 32 33 349 35 10 36 11 21 20 79 1B 17 6x8 = axis = 10x14 = 6x12 MT20HS= 8x12 = 16 15 14 13 12 2x4 II 10x14 = 5x12 MT20HS= 6x8 = 3x6 II 4-0-2 7 2 11-3-4 { 74-3-8 17-0-13 20-0.3 23.-7 -8-11 30.3.9 344-4 343r11 d.n.'J'1.0.R9-1n.R '1.1 n.A A.n0.d 26A.fl.fl A.R.1n 3a 7 Plate Offsets (X Y)-- [3:0-3-8 0-3-0][4:0-7-0 0-5-01 [8:0-7-0 0-5-0] 19:0-3-8 0-3-01 113:0-3-8 0-3-01 [14:0-6-0 0-3-41 [75:0-3-14 Edge] [19:0-2-14 Edge] 121:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.61 Vert(LL) -0.25 15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.5814-15 >470 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WB 0.90 Horz(CT) 0.07 12 n/a are BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 3971b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 TOP CHORD BOT CHORD 20 SP No.1 WEBS 2x4 SP Ne.2 *Except' BOT CHORD 1-22,11-12,4-19,8-15: 2x8 SP 240OF 2.0E 10-13,9-14,3-20,2-21,7-16,5-18,6-17: 2x4 SP No.3 REACTIONS. (Ile/size) 22=1050/0-7-4, 19=8416/0-8-0, 12=4586/0-4-0 Max Horz 22=61(LC 21) Max Uplift 22=-1805(LC 4), 19=-1958(LC 5), 12- 575(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 1-22=-1003/1726, 1-2=-38/2902, 2-3=0/5260, 3-4=-56/11141, 4-5=-56/11141, 5-6=4660/0, 6-7=-4660/0, 7-8=-12898/0, 8-9=12898/0, 9-10=-11607/0, 10-11=-7601/0, 11-12=-4482/590 BOT CHORD 21-22=-340/188, 20-21=-2902/38, 19-20=-5260/0, 18-19=-2787/0, 17-18=-2787/0, 16-17=0/9625,15-16=0/9625,14-15=0/11788,13-14=0/7601,12-13=0/644 WEBS 4-19= 2084/890, 8-15=-1684/0, 11-13=0/7367, 10-13=-2420/0, 9-14- 1612/O, 10-14=0/4675,3-19=-7292/2859,1-21=-2758/0, 3-20- 167/1539, 2-21=0/904, 2-20=-4567/262, 7-15=0/3572, 5-19=-9304/120, 7-17=5637/0, 5-17=0/7951, 6-17=-1193/468, 9-15=0/1286 Structural wood sheathing directly applied or 5-9-2 oc purlins, except end verticals. Rigid ceiling directly applied or 5-8-5 cc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2K8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row 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) Wind: ASIDE 7-10; VulI70mph (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 ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18051b uplift at joint 22, 19581le uplift at joint 19 and 5751b uplift at joint 12. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 QWARNING-Verify Eeslgn paremefa.and READ NOTES ON THISAND INCLUDED MREKBEFEBANCEPAGEMl474"re1 lQY1Xb2015BEFOBEUSE Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a truss system. Before use, the bulltling designer must verify the applicability, of design parameters and properly Incorporate this design Into the overall is buckling individual truss Adtlltlonal temporary and bracing MiTek' bulltling design. Bracing Indicated to prevent of web and/or chord members only. permanent Is always required for stability and to preventcollapse with passible personal Injury and property damage. For general guidance regarding the storage, Jelltery, erection and bracing of trusses and truss systems saeANSVIPII QueIIIVCMnIo,D89A9 ans10C51 BUBEbp Component 6904 Parke East Blvd. Safety Infom ationevailable from Truss Plate Institute. 218 N. Lae Sheet Suite 312, Alexandria, VA 22 14 Tama, FL P Jab Truss Truss Type Oty Ply T19249716 2049246-SYNERGY-DYER FG1 Flat Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:44:15 2020 Page 2 ID:gll8wLVNi6YkTr7fiBJBhFyw6EN-zOoybYOj4ePmbeZP4OUwC5_79Fw5xVMU I8lb?Pzr6RE NOTES- 10) Hangers) or other connection devices) shall be provided sufficient to support concentrated loads) 582 Ib down and 422 Ito up at 073-10, 636 lb down and 4961b up at 2-0-12, 636 lb down and 49616 up at 4-0-12, 636 lb down and 496 Ib up at 6-0-12, 543 lb down and 412 lb up at 8-0-12, 551 lb down and 4441b up at 10-0-12, 551 lb down and 213 lb up at 12-2-4, 551 Ib down and 255 Ib up at 14-2-4, 551 It, down and 255 lb up at 16-2-4, 551 Its down and 244 lb up at 18-2-4, 551 to down and 202 Ile up at 20-24, 551 lb down and 162 lb up at 22-2-4, 551 lb down and 138111 up at 24-2-4, 551 Ito down and 1241b up at 26-2-4, 551 lb down and 103 Ile up at 28-2-4, 551 lb down and 99 lb up at 30-2-4. 551 Ile down and 99 Ib up at 32-2-4, 1378 It, down and 6731b up at 34-0-1, and 960 Ib down at 24-10-0, and 960 lb down at 20-10-0 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: 1-11=-70, 12-22=-20 Concentrated Loads (lb) Vert: 1=-582 1 1=-1378 10=-551 2=-636 7=-551 5=-551 23=-636 24=-636 25=-543 26= 551 27=-551 28=551 291 31=-551 32=-551 34_ 551 35=-551 36=-551 4) Dead+ 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=47, 19-22=28, 12-19i Horz: 1-22=24 Concentrated Loads (Ib) Vert: 1=402 11=646 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399.27=168 28=210 29=199 30=-960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.80 Uniform Loads (pit) Vert: 1-11=47, 19-22=28, 12-1910 Horz: 1-22= 35 Concentrated Loads (lb) Vert: 1=402 11=646 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30=960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=3, 19-22=18, 12-191 Horz: 1-22=47 Concentrated Loads (lb) Vert: 1=422 11=673 10=99 2=496 7=202 5=255 23=496 24=496 25=412 26=444 27=213 28=255 29=244 30=-91 31=162 32=138 33=-960(F) 34=124 35=103 36=99 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=3, 19-22=18, 12-19=-20 Horz: 1-22=-12 Concentrated Loads (lb) Vert: 1=422 11=673 10=99 2=496 7=202 5=255 23=496 24=496 25=412 26=444 27=213 28=255 29=244 30= 960(F) 31=162 32=138 33= 960(F) 34=124 35=103 36=99 8) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pli) Vert: 1-11=47,12-22=-10 Harz: 1-22=14 Concentrated Loads (lb) Vert: i=402 11=646 10=54 2=452 7=157 5=210.23=452 24=452 25=368 26=399 27=168 28=210 29=199 30=-96O(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=47, 12-22=-10 Horz: 1-22=-30 Concentrated Loads (Ib) Vert: 1=402 11=646 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30=-960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 10) Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=47, 12-22=-10 Horz: 1-22=14 Concentrated Loads (lb) Vert: 1=402 11=646 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30= 960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 11) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=47,12-22=-10 Horz: 1-22=-30 Concentrated Loads (lb) Vert: 1=402 11=646 10=54 2=452 7=157 5=210 23=452 24=452 25=368 26=399 27=168 28=210 29=199 30=-960(F) 31=117 32=93 33=-960(F) 34=79 35=59 36=54 12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=3, 12-22=20 Horz: 1-22=37 Concentrated Loads (lb) Vert: 1=422 11=67310=99 2=496 7=202 5=255 23=496 24=496 25=412 26=444 27=213 28=255 29=244 30=-960(F) 31=162 32=138 33=-960(F) 34=124 35=103 36=99 ®WARNING- Verifydesign paremefi and READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMIF74M rev. far03l015aEFOREUSE. Design valid for use only with MBe1G 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 bulltling design. Bracing Indicated is to buckling individual truss members only. Additional temporary antl bracing MiTek' prevent of web and/or chord permanent Is always required for stoblllty 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, seeANSVWJI GualBy CMerh, DS"9 and BCSI Building Component 6904 Parke East BNtl. Sefsty brfonnvalbble ationafrom Truss Plate Institute, 21 B N. Lee Street Suite 312, AlexcndAa, VA 22914, Tampa,. FL 33610 Job Truss Truss Type Oty Ply T7924971fi 2045246-SYNERGY-DYER FG1 Flat Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 a Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:44:15 2020 Page 3 ID:gllBwLV Ni6YkTT7fiBJ8hFyw6EN-zOoybYOi4ePmbeZP40UwC5_79Fw5xVMU]Blb7Pzr6RE LOAD CASE(S) Standard 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) " Vert: 1-11=3, 12-22=20 Horz: 1-22=-7 Concentrated Loads (lb) Vert: 1=422 11=673 10=99 2=496 7=202 5=255 23=496 24=496 25=412 26=444 27=213 28=255 29=244 30=960(F) 31=162 32=138 33= 960(F) 34=124 35=103 36=99 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ind) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) , Vert: 1-11=-35, 19-22=9, 12-19= 20 Horz: 1-22=36 Concentrated Loads (lb) Vert: 1=289 11=296 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28=167 29=158 30=-720(F) 31=97 32=79 33=-720(F) 34=68 35=53 36=50 16) Dead +0.75 Root Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Right): Lumber Increase=l.BD, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-35, 19-22=9, 12-19=-20 Horz: 1-22=-9 Concentrated Loads (Ib) Vert: 1=289 11=296 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28=167 29=158 30= 720(F) 31=97 32=79 33=-720(F) 34=68 35=53 36=50 17) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Unifoml Loads (plf) Vert: 1-11=-35,.12-22=-20 Horz: 1-22=28 Concentrated Loads (lb) Vert: 1=289 11=296 10=50 2=346 7=127 5=167 23=346 24=346 25=285 26=309 27=135 28=167 29=158 30=-720(F) 31=97 32=79 33= 720(F) 34=68 35=53 36=50 18) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-35, 12-22=-20 Horz: 1-22=-5 Concentrated Loads (ID) Vert: 1=289 11=296 10=50 2=346 7=127 5=167 23=346 24=34625=285 26=309 27=135 28=167 29=158 30=-720(F) 31=97 32=79 33=-720(F) 34=68 35=53 36=50 19) Reversal: Dead +0.6 MW FRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=47,19-22=28,12-19=-10 Horz: 1-22=24 Concentrated Loads (Ib) Vert: 1=-282 11=-696 10=-355 2=-331 7=-352 5= 243 23=-331 24=-331 25=-309 26=-314 27=-327 28=-243 29= 350 30=-960(F) 31=-355 32=-358 33_ 960(F) 34=-361 35= 365 36=-355 _ 20) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=47, 19-22=28, 12-191 - Horz: 1-22=-35 Concentrated Loads (Ib) Vert: 1=-282 11=-696 10=-355 2=-331 7=-352 5=-243 23=-331 24=331 25=-309 26=-314 27=-327 28=-243 29=-350 30=-960(F) 31=-355 32=-358 33=-960(F) 34=-361 35=-365 36_ 355 21) Reversal: Dead +0.6 MW FRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=3, 19-22=18, 12-19=-20 Harz: 1-22=47 Concentrated Loads (Ib) Vert: 1=-262 1 1=-669 10— 311 2=-286 7=-307 5=-198 23= 286 24=-286 25=-264 26= 270 27=-283 28=-198 29= 305 30_ 960(F) 31=-310 32=-313 33= 960(F) 34=-317 35=-320 36=311 - 22) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=3, 19-22=18, 12-19= 20 Horz: 1-22=-12 Concentrated Loads (lb) Vert: 1=-262 11= 669 10=-311 2=-286 7=-307 5=-198 23=-286 24= 286 25=-264 26=-270 27— 283 28=-198 29=-305 30=-960(F) 31=-310 32=-313 33=-960(F) 34=-317 35=-320 36=-311 23) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=47, 12-22_ 10 Horz: 1-22=14 Concentrated Loads (lb) Vert: 1=-282 11=-696 10=355 2=-331 7=-352 5= 243 23=-331 24=-331 25— 309 26=-314 27=-327 28— 243 29=-350 30=-960(F) 31=-355 32=-358 33=-960(F) 34=-361 35=-365 36=-355 24) Reversal: Dead +0.6 MW FRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=47,12-22— 10 Horz: 1-22=-30 O WARNUIG - Verity design parametereand READ NOTES ON THIS AND INCLUDED MITEKREFERANCEFAGEMf47473.,IN0.42p15 BEFORE USE �■ Design valid for use only with MBek®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 trio 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 stablllty 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, seeANSUI91t Quality CMnlo, DSB419 and SCSI Building Component Sahfy Inlormatbrq�olloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. 6904 Perko East Blvd. Tampa, FL 33610 Job Truss Truss Type O ty Ply T79249718 2045246-SYNERGY-DYER FG1 Flat Girtler 1 2 Job Reference a tional Builders First Source, Plant City, FL- 32566, 8.24U s Use B 2ulu MI I etc maustnes, Inc. Mon uan 27 i5:44:15 2020 rage a ID:gllBwLVN16Yk7T7fiBJ8hFyw6EN-zOoybY014ePmbeZP4OUwC5_79Fw5KVMU18lb7Pzr6RE LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1=-282 11=696 10=-355 2= 331 7=-352 5=-243 23= 331 24=-331 25= 309 26=-314 27=-327 28=-243 291 30=-960(F) 31=-355 32= 358 33=-960(F) 34=-361 35=-365 36=-355 25) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pill Vert: 1-11=47,12-22=-10 Harz: 1-22=14 Concentrated Loads (lb) Vert: 1=-282 l l=-696 10=-355 2=-331 7=-352 5=-243 23=-331 24=331 25=-309 26=-314 27=-327 28=-243 29=-350 30=-960(F) 31=-355 32=-358 33=-960(F) 34=-361 35=-365 36=-355 26) Reversal: Dead +0.6 MWFRS Wind (Pos.. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=47,12-22=-10 Horz: 1-22=-30 Concentrated Loads (Ib) Vert: 1=-282 l l=-696 10=-355 2=-331 7=-352 5=-243 23=-331 24— 331 25=-309 26=314 27=-327 28=-243 291 30= 960(F) 31=-355 32=-358 33=-960(F) 34_ 361 35=-365 36=-355 27) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=3,12-22=-20 Horz: 1-22=37 Concentrated Loads (lb) Vert: 1=-262 l l=-669 10=-311 2=-286 7=-307 5=-198 23=-286 24=-286 25=-264 213i 27=-283 28=-198 29i 30— 960(F) 31=-310 32=-313 33— 960(F) 34=-317 35=-320 36=311 28) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-11=3,12-22=-20 Horz: 1-22=-7 Concentrated Loads (II Vert: 1=-262 11=-66910=311 2=-286 7=-307 5— 198 23=-286 24=-286 25=-264 26=-270 27=283 28=-198 29=-305 30=-960(F) 31=-310 32=313 33=-960(F) 34=-317 35=-320 36=-311 29) Reversal: Dead +0.75 Roof Live (bat.)+0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pli) Vert: 1-11=-35, 19-22=9, 12-19= 20 Horz: 1-22=36 Concentrated Loads (lb) Vert: 1=419 11=-1042 10=437 2=-455 7=-434 5=-353 23=455 24=455 25=-399 26=-406 27=416 28=-353 29=-433 30=-720(F) 31=437 32=439 33=-720(F) 34=441 35=-444 36=-437 30) Reversal: Dead +0.75 Roof Live it +0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-11=-35, 19-22=9, 12-19=-20 Horz: 1-22=-9 Concentrated Loads (II Vert: 1=-419 11=-1042 10=437 2=455 7=434 5= 353 23=455 24=-455 25=-399 26=406 27=-416 28=-353 291 30=-720(F) 31=-437 32=-439 33=-720(F) 34= 441 35=-444 36=437 31) Reversal: Dead + 0.75 Root Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 at Parallel): Lumber Increase=1.6% Plate Increase=1.60 Uniform Loads (plQ Vert: 1-1 1=-35,12-22=-20 Horz: 1-22=28 Concentrated Loads (Ib) Vert: 1=419 11=-1042 10=437 2=455 7=434 5=-353 23=-455 24=-455 25=-399 26=406 27=416 28=-353 29=433 30=-720(F) 31=437 32=439 33=-720(F) 34=441 35=444 36=437 32) Reversal: Dead +0.75 Roof Live it+0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-35, 12-22=-20 Horz: 1-22=-5 Concentrated Loads (lb) Vert: 1=-419 11=-1042 10i 2=-455 7=434 5=-353 23= 455 24=455 25=-399 26=-406 27=416 28=-353 291 30=-720(F) 31=-437 32=-439 33=-720(F) 34=441 35=-444 31 ,&WARNING-ishrydec/gnparamarenand READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MO.7473rev. fa/9aaef5 BEFORE USE. Design valid for use only with Mil connectors, lhls design Is based only upon parameters shown, and Is for on Individual building component,not a truss system. Before use, the building designer must verify the appllcablliry of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and I systems, seeANSUmr CuatBy CMnb. 11911419 and BCSI Building Component 6904 Palle East Blvd. Tampa, FL 33610 sabry mleensdbrravollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 229314, 2 I.Inh Rnfura— InMinnall T79249717 FG2 Flat Girder 1 Special Special 8xt4 MT20HS = 5x8 = 4x6 = Special 6x8 = Bx14 MT20HS = 2x4 11 1 23 2 24 325 26 4 27 5 28 6 Scale = 1:57.9 412 = 7x10 = 4x6 = 46 = 8x10 = 29 7 30 a 31 932 33 10 34 11 22 21 20 19 5.6 = Sx12 = 2x4 11 5x8 = 6A 2 MT20HS = 5xB = 39 11 3x4 N 4x6 = 4x6 = 7x10 = LOADING (psi) 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 NO Code FBC2017ITP12014 CSI. TC 0.59 BC 1.00 WB 0.89 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.38 14-15 >721 24d -0.57 14-15 >474 180 0.06 12 n/a rVa PLATES MT20 MT20HS Weight: 392 lb GRIP 2441190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.1 'Except' except end verticals. 18-22: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. WEBS 2x4 SP No.2'Except' 1-22,11-12: 2x8 SP 240OF 2.0E 4-19,5-18,6-17,7-16,8-15,3-20,2-21,10-13,9-14: 2x4 SP No.3 REACTIONS. All bearings 11-7-4 except.Qt=length) 12=0-6-0. (lb) - Max 122=-61(LC 6) Max UpIiN All uplift 100 to or less atjoint(s) except 22=-450(LC 4), 12=-3567(LC 5), 19=-3663(LC 5), 21= 762(LC 5), 20=-863(LC 1) Max Grav All reactions 250lb or less at joint(s) 20 except 22=569(LC 1), 12=7197(LC 1), 19=8487(LC 1), 19=8487(LC 1), 21=1279(LC 1) FORCES. g1o) -Max. Comp./Max. Ten. -All forces 250111 or less except when shown.. TOP CHORD 1-22=-545/482, 1-2=-478/1128, 2-3= 1651/3818, 3-4=-4702110845,4-5=-4702110845, 5-6=-4522/1817,6-7=-4522/1817,7-8=-11826/5234, 8-9_ 11826/5234, 9-10= 11406/5241, 10-11=-7735/3720,11-12= 7092/3549 BOT CHORD 20-21=-1128/478, 19-20=-3818/1651, 18-19=-2691/1314, 17-18=-2691/1314, 16-17— 3829/8931,15-16= 3829/8931,14-15=-5309/11553,13-14=-3720/7735, 12-13=-328/656 WEBS 4-19=-2067/1009, 5-19=-8942/3716, 5-17=-3432t7909,8-17=-1164/518, 7-17=-4834/2206, 7-15=-1541/3175,8-15=-1289/622,3-19=-7454/3241;1-21=1273/572,3-20=-444/1771, 2-21=-753/604,2-20=-2854/1252,11-13=-3582/7476,9-15=0/289,10-13=-2400/1229, 9-14=-1305/606,10-14=-1621/3913 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chards connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-3-0 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 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) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=S.Opst h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 Walter P. Finn PE No.22839 4) Provide adequate drainage to prevent water ponding. MiTek USA, Inc. FL Cad 6634 5) All plates are MT20 plates unless otherwise indicated. 6904 Parke East Blvd. Tampa FL 33910 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Date: 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. January 27,2020 O WARNING - Verify tleslgn parameters a ad HEAD NOTES ON Wrar AND INCLUDED M/7EK NEFENANCE PAGE 111B-74TJ rev. 1000,'LY015eEFOREUSE. ��- Design valid for use only with Mfielt® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters antl properly Incorporate this design Into the overall Additional temporary and bracing M!Tek' building design Bracing Indicated is to prevent buckling of lncMdual truss web and/or chord members only. permanent Is always required for stability antl to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and has systems, seeANSVWI1 Quality CmBao, DSBI and SCSI BuSdhB Component Schriy Informatbmvolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249717 2045246-SYNERGY-DYER FG2 Flat Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240s Dec 62019 MiTek Industries, Inc. Mon Jan 27 15:44:17 2020 Page ID:gllBwLVNi6YkTT7fiBJBhFyw6EN-vPvj0E2zcGfUgpoCoW OHW3Tv3cVPPoatlSEi4lzr6RC NbTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4501b uplift at joint 22, 35671b uplift at joint 12, 3663 Ito uplift at joint 19, 762 lb uplift at joint 21 and 863 lb uplift at Joint 20. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26961b down and 871 lb up at 33-11-10, 582 No dam and 422 to up at 0-3-10, 636 Ito dam and 433 Ib up at 2-0-12, 636 lb down and 433 lb up at 4-0-12, 636 lb down and 433 Ib up at 6-0-12. 643 to down and 412 lb up at 8-0-12, 551 Ito down and 444 lb up at 10-0-12, 551 lb down and 213 lb up at 12-2-4, 551 lb down and 2551b up at 14-2-4, 551 Ib down and 2551b up at 16-2-4, 551 Ito down and 259 lb up at 18-2-4, 551 lb down and 2721b up at 20-2-4, 551 It, down and 283 Ib up at 22-2-4. 551 Ito down and 290 to up at 24-2-4, 551 lb down and 299 lb up at 26-2-4, 551 lb down and 339 lb up at 28-2-4, 551 It, down and 3771b up at 30-2-4, and 551 to down and 377 lb up at 32-2-4, and 1931 Ib down and 11601b up at 33-11-10 on top 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: 1-11=-70, 12-22=20 Concentrated Loads (lb) Vert: 1=-582 11=-3998(F=-2100) 5=-551 7=-551 2=-636(B) 10=551 23=-636(B) 24=-636(B) 25=-543 26=-551 27=-551 28=-551 29=-551 30=-551 31=-551 32= 551 33— 551 34=-551 Job Truss Truss Type Cry Ply T19249718 2045248-SYNERGY-DYER FG3 Roof Special Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Man Jan 27 15:44:19 2020 Page 1 IO:gll8wLVNi6YkTT7fiBJehFyw6EN-sotTRw3DBNC4FsAJDZsMxBt sRUtLw4Dmjo8Bzr6RA e 2-10-e 7-0-B 11-2-e 14-1-0 2-10.8 4-2-0 4-z-0 2-10-8 2x4 11 4x6 = US = Seale = 1:29.5 4x6= Axe- 1 13 2 14 15 3 16 17 4 18 19 71 0 WO = 9 7x10 11 Sea = 11 7 fire = 2x4 11 2x4 11 6x8 = LOADING (psf) TCLL 20.0 TCOL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.21 Rep Stress InNO Code FBC2017/TPI2014 CSI. TC 0.36 BC 0.39 WB 0.73 Matrix-SH DEFL. in Vert(LL) 0.05 Vert(CT) -0.07 HOfL(CT] 0.06 (too) Wall L/d 9 >999 240 8-9 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 124 In FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 2-11,4-7: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-6 oc bracing. WEBS 2x4 SP No.3 *Except* 1-12,5-6: 2x6 SP No.2 REACTIONS. (lb/size) 12=1420/0-3-8, 6=1939/0-3-0 Max Uplift 12=-670(LC 4), 6=-1157(1C 4) Max Gray 12=1420(LC 1), 6=1967(LC 2) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 1-12=-1383/675, 1-2=-1068/514, 2-3=-1726/909, 3-4=-1726/909, 4-5=-1239/729, 5-6=-1933/1162 BOT CHORD 2-10=-1177/630, 9-10— 527/1099, 8-9=-743/1265, 4-8=-135at871 WEBS 1-10=-805/1668, 2-9=-483f799,3-9=-878/544, 4-9=-211/592, 5-8=-1130/1917 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); cantilever left and right exposed ; 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 per bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 670 Be uplift at joint 12 and 11571b uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2841b down and 133lb up at 2-1-4, 256 Ib down and 153 Ito up at 4-1-4, 275 lb down and 170 lb up at 6-1-4, 294lb down and 212 Ib up at 8-1-4. 277 lb down and 283 lb up at 10-1-4, and 4491b down and 338 In up at 12-1-4, and 456 lb down and 338 Ib up at 13-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-70, 11-12= 20, 8-10=20, 6-7=-20 Concentrated Loads (lb) Vert: 13=-256 14=-256 15= 256 16= 256 17=-256 18=-423 19= 430 Walter P. Finn PE No12839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd, Tampa FL 33810 Dale: January 27,2020 QWARNING- Verity design psmmefessand RE0IDNOMS ON MIS AND INCLUDEDMREKREFolnual PAGE N674;snh, 161012015 BEFORE USE ses— Design valid for use only with Mira&connectors. This design is based any upon parameters shown, and is for an Individual building component, not �■� ■■ a miss system. Before use, the buading designer must verity the applicability of design parameters and properly incorporate this design Into the overall bu6ding design. Bracing Indicated is to prevent buckling of individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always feel for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regardIng the febrleallon storage, delivery erection and bracing of huues and Muss systems seeANSUTPIt Quality Cmsdo, DSB-89 and SCSI Building Component Suite 312. Alexontlrlo. VA 22314. 6904 Parke East Bhd. Tampa, FL 33610 Safety informationevoiioble from ➢uu Plate Institute, 218 N. Lee Street Job Truss Truss Type City Ply T19249719 2045246-SYNERGY-DYER G03 Hip Girder 1 1 Job Reference (ciptionall Builders First Source, Plant City, FL- 32566, 6.240 s Dec 6 2019 MiTek Industries. Inc. Mon Jan 27 15:44:20 2020 Scale = 1:33.2 Special 5x8 = 5.00 20 II 5x8 = 4x6 i 2x4 11 Special 7x10 = 2x4 II 4x6 Special LOADING lips' SPACING- 21M CSI. DEFL. in (too) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Von0.17 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.18 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(CT) 0.03 6 n/a We BCDL 10.0 Cade FBC2017/rP12014 Mat rix-SH Weight: 94 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1488/0-8-0, 6=1196/0-8-0 Max Ho¢ 2— 52(LC 9) Max Uplift 2— 1065(LC 4), 6=-878(LC 5) FORCES. (Ib) - Max. Conr lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2933/2064, 3-4=-2863/2140, 4-5=-2863/2140, 5-6=-2173/1574 BOT CHORD 2-10— 1794/2592, 9-10— 1821/2632, 8-9=-1371/1909, 6-8=-1362/1903 WEBS 3-10=-399/592,3-9=-427/389,4-9=-298/209, 5-9--771/1146 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=4.2ps1; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; 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 psi bottom chord live load nonconcumant 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 beadng plate capable of withstanding 1065 lb uplift at joint 2 and 878 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 307 lb up at 5-0-0 on top chord, and 117 lb down at 5-0-0, and 628 lb down and 477 lb up at 6-10-4 on bottom chord. The desigrJselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 5-7=-70, 2-6= 20 Concentrated Loads (lb) Vert: 3=-204(B) 10=-82(B) 11=628(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 31810 Date: January 27,2020 Q WANNMG-VerltydeslgnperemetersendaEADNOrES ONMISAND/NCLUDEOMREKHEFENANCEPAGENLL74TJrev. 14110320156EFONEUSE Design valid for use any with Mgek® connector. Tits 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 appliCabuty of deaign parameters and property incorporate him design Into the overall bulltling design. Bracing indicated is to prevent buckling of lndNldual hum web and/or chord members only. Adtllflonal temporary and permanent bracing MiTek' Is always required for stablllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ire fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSI/ri ll Quality O edn, OS-09 and SCSI Building Component Sol Informalloner,allable from Truss Piero Institute, 218 N. Lee Sheet, Suite 312, Alexandrlo, VA 22314. 69N Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249720 2045246-SYNERGY-DYER G04 Root Special Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Inc. Mon Jan 27 15:44:21 2020 NAILED 6x6 = NAILED Spacial NAILED 4x6 = 4x6 = 5x6 = 5 13 6 7 4x6 = Scala =1:21.4 3x4 = u. a '•e - 6,,8 = Special NAILED LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DDL 1.25 Rep Stress Incr NO Code FBC2017rrPI2014 CSI. TIC 0.38 BC 0.64 WB 0.31 Matrix-SH DEFL. VeI LL) Ven(CT) Hou(CT) in (too) Well LJd 0.1210-11 >999 240 -0.10 10-11 >999 180 -0.02 9 Ida n/a PLATES GRIP MT20 2441190 Weight: 55 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc pur ins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. REACTIONS. (lb/size) 9=648/Mechanical, 2=753/0-8-0 Max Hom 2=97(LC 8) Max Uplift 9— 510(LC 9), 2=-558(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1286/1087, 3-4=-1131/1025, 4-5=-1197/1077, 5-6=-1064/979, 6-7=-1133/1027 BOT CHORD 2-12=-1002/1099, 11-12=-1031/1131, 10-11=-1000/1093, 9-10=-937/1058 WEBS 3-12=-278/314,4-11=-320/253, 6-10=-214/258,7-9=-1141/1029 NOTES- 1) Unbalanced roof 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=15ff; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (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 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) tot truss to buss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 lb uplift at joint 9 and 558 lb uplift at joint 2. 8)'NAILED' indicates 3-10d (0.148'x2l') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 In down and 124 Ib up at 3.0-0 on top chord, and 70 lb down and 142 Ib up at 3-0-0 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 (pit) Vert: 1.3=-70, 3.4= 70, 4-5=-70, 5-6=-70, 6-7= 70, 7.8=-70, 2-9=-20 Concentrated Loads (lb) Vert: 3=-18(F) 5=-80(F) 6=-80(F) 12= 70(F) 10=-26(F) 13=-24(F) 14=-26(F) 15=-13(F) Walter P. Finn PE No.220S9 MiTek USA, Inc. FL Ced6834 6904 Padre East Blvd. Tampa FL 33610 Data: January 27,2020 Q wAHNING-IArHfydeslgn perameteraaed HEAD NOTES ON THIS AND INCLUDED MHEKHEFEHANCEPAGEN674M.. 1N0.3I1p15BEFOHE USE Wit volld for use any with NmekO connectors. This design Is based any upon parameters shown, and Is for an Individual building component, not a miss system. Before use, me building designer must verity the applicability of design parameters and property Incorporate this design into me overall individual Muss only. Additional temporary and permanent bracing MiTek' building tlesign Bracing Indicated is to prevent buckling of web and/or chord members Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and turn systems, seeANSVrPII Quality Cmoda, D39-89 and SCSI Building Component Safety In/omsatbmvolloble from Truss Plate Institute. 218 N. Lee Street Suite 312. Aleeondrlo. VA 22314. 69M Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79249721 2045246-SYNERGY-DYER GOB Hip i 1 • Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MITek Industnes, Inc. Mon Jan 2715:44:22 2020 5xB = 51 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Le PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.15 2-9 >808 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.08 5-6 >879 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.01 6 Na n/a BCDL 10.0 Code FBC20177rP12014 Matrix-SH Weight: 75 lb FIF=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-8 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 8-1-0 except Qt=length) 2=0-8-0, 7=0-3-8. (Ib) - Max Hare 2=66(LC 16) Max Uplift All uplift 100 Ito or less at joint(s) 5, 7 except 2=-436(LC 8), 6=-437(LC 9) Max Grav All reactions 250 lb or less at joints) 5,7 except 2=598(LC 23), 6=909(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-723/1208 BOT CHORD 2-9=942/583, 7-9=-9661590, 6-7=966/590, 5-6=-80/2B5 WEBS 3-9=537/231, 3-6=-738/1327, 4-6=-476/665 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 Comer(3)-1-0-11 to 4-11-5, Exterior(2) 4-11-5 to 18-2-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and farces 8 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 fora 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 1001b uplift at joint(s) 5, 7 except Qt=lb) 2=436, 6=437. 'Walter P. Finn PE No.22839 UiTek USA, Inc. FL Cad 6634 0904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING -VedfydeslgnPerameteroand READNOTES ON MXANOINCLUDEDMREKNEFENANCEGAGEM&74YJrev. faN32015aEFONE USE ��- Design valid form only with M9ekla connectors. lha design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verily the oppllcablady 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' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CMnks, DSB-59 and BCSI Building Component 69M Parke East Blvd. Tampa, FL 33610 Safety Infaenatfonovolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type OtY Ply 20d524fi-SYNERGY-DYER HJ3 Diagonal Hip Girder 1 1 97 T192422 Job Reference (optional) Builders First Source, Plant City, FL-32566, 2x4 = 8.240 a Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:23 2020 Page 1 ID:g118wLVNi6YkMfiB BhFyw6EN-kZG—HH7kC6PeYsAxY3do%NYSTscpKMfeNhOHyzr6R6 Scale=1:11.2 4.2.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lox) Vasil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.02 2-4 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress for NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 15lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins. BOT CHORD 2x4SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=75/Mechanical, 2=255/0-10-15, 4=38/Mechanical Max Harz 2=99(LC 4) Max Uplift 3=-62(LC 8), 2= 219(LC 4), 4— 53(LC 4) Max Gray 3=78(LC 35). 2=255(LC 1).4=76(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -AU forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MW FRS (envelope); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4 except (jt=lb) 2=219. 6) "NAILED' indicates 3-1 Od (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 (plp Vert: 1-3= 70, 2-4=-20 Concentrated Loads (Ib) Vert: 5=98(F=49, B=49) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl6634 8904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING -Verify des/enparamerem and REAO NOTES ON THIS AND INCLUDED M/TEKREFERANCEPAGEM1F74T3 rev. 10,0342015BEFORE USE. Design valid for use only with MreW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulling designer must verify the applicability of design parameters and property Incorporate this design Into the overall Indicated buckling truss members only. Additional temporary and permanent bracing MiTek' bulldhgdesign. Bracmgatoprevent oflndMdualweb and/or chord Is always required for stabaity and to prevent collapse win posable personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and hu%systems, weANSVWII QuaT Caserta, DSB29 and SCSI Building Component Safety Infomsatbmvoaoble from Truss Rate Institute, 218 N. Lee Street SUlte 312, Alexandria, VA 22 1d. 6904 Palle East BNd. Tampa, FL 33610 Job Truss Oly Ply T79249723 2045246-SYNERGY-DYER HJ5 �TrussType Diagonal Hip Girder 7 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 a Dec 62019 MiTek Industries, Inc. Mon Jan 27 15:44:24 2020 Page 1 ID:g118wLVNi6YkTT7fiBJ8hFyw6EN-CIgMUd7MzPXVA0186m8137seYt6RYnbpM1 OZgOzr6R5 7.(-2 1-SO 7-0.2 Scale =1:16.9 1i 3x4 = LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in (lot) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Von t(LL) 0.09 2-4 >872 240 W20 2"1190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.19 2-4 >425 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(CT) -0.00 3 n/a r/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 ROT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=226/Mechanical, 2=425/0-10-15, 4=85/Mechanical Max Horz 2=145(LC 22) Max Uplift 3=160(LC 8), 2= 229(LC 4) Max Grav 3=226(LC 1), 2=425(LC 1), 4=122(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins. BOT CHORD Rigid telling 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; Exia 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 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 20.0psf 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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=160, 2=229. 7) "NAILED" indicates 3-1 Od (0.148"4") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guldlines. 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 +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 24= 20 Concentrated Loads (lb) Vert: 5=49(B) 6_ 53(F) 8=-12(F) Walter P. Finn PE No.12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 Q WANNNG-Verity deegnpawrreters and NERD NOTES ON TNISAND INCLUDED MREKNEFENANCEPAGEM67473 rev.]g4xYLa1SBEFONEUSE Design valitl for use aNy wim MBek� connectors. iNs design Is basetl only upon parameters shown and 6 for an IntlNitlum bustling component, not W�- a tn>s system. Before use, me builtling designer must verily the apPllcability of design Parameters and progeny Incorpamfe "" de slgn Info me overcll build gdedgn. BracinglndicatetlLstopreventbucklingoflndNltluolfrussweband/orohortlmembersonly. Atltlinonaltemporaryandpermanentbracing MiTek' a always required for stability antl to prevent collopse with possible personal Injury antl property tlama0e. Far general guidance regarding the fob. ti storage, deNery. erection antl bracing of trusses and buss systems, seaANSVIPII Cao1Xv Gmnb, DSBA9 and 1061 Ba1db9 Campo^.^7 Tamp East 0Nd. fn, Saroh mlAtmalblpvollob,. from Truss Plate Institute. 218 N. Lee Street Sulfe 3, 2, Alexontlno, VA 22 14. a, FL Tampa, FL 33610 Job Truss Truss Type City Ply T19249724 2045246-SYNERGY-DYER HJ6 Diagonal Hip Girder 1 1 �J.IbRfiinsnca ' (optional) Builders First Source, Plant. City, FL- 32566, 8.240 a Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:26 2020 Page 1 • ID:gllBwLVNi6YkTT7fiBJBhFyw6EN-88y6vJ9cV1 nCPKvWDBBVBQxl fhky0ga6gLvguHzr6R3 -1-5-0 4.2-3 5-5-0 8.2.4 1-5-0 4-2.3 1-2-14 2.9.4 � NAILED la 3x6 — NAILED NAILED NAILED 6 = 3x4 = Scale = 1:21.2 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 NO Code FBC2017/FPI2014 CSI. TC 0.53 BC 0.79 WB 0.10 Matrix-SH DEFL. in Vert(LL) -0.16 Ver(CT) -0.31 Horz(CT) 0.01 (lac) Udell L/d 2-6 >570 240 2-6 >299 180 6 n/a r/a PLATES GRIP MT20 244/190 Weight: 321b 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 Rigid ceiling directly applied or 9-9-6 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=129/Mechanical, 2=427/0-10-15, 6=335/Mechanical Max Ho¢ 2=164(LC 22) Max Uplift 4=-139(LC 4), 2=-224(LC 4), 6— 276(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-432/248 BOT CHORD 2-6=309/399 WEBS 3-6=-463/358 NOTES- 1) 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 2) This truss has been designed for a 10.0 poll bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=11b) 4=139, 2=224, 6=276. 6) 'NAILED' indicates 3-1Od (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 (plf) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vera: 7=98(F=49, B=49) 9— 120(F=-60, B=-60) 12=-41(F=21, B=-21) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: January 27,2020 Q WARNING -Verllydesignparametersand BEAONOTES ON MIS AND INCLUDED MrtEKBEFENANCEPAGEar67413 rev. 1WAY1a15BEFOBE USE Design valid for use only witn Mmek®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 verity the oppllr ob6ity of design parameters and properly Incorporate finis design Into the overall building design. Bracing Indicated is to prevent buckling of lntlividualtiuss web and/or chord members only. Additional temporary and permanent bracing M(Tek' Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, s soANSVI1PII Quality CMedo, D3349 and BCSI Building Component Safety Infoonatbrgvoictole from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandre. VA 22314. 69N Parke East BNtl. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249725 2045246-SYNERGY-DYER HJ31 Diagonal Hip Girder 2 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 2x4 = 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:44:24 2020 Page 1 ID:gllBwLVNi6YkTT7fiBJBhFyw6EN-ClgMUd7MzPxVA0186m8137skBtAvYnbpM 1 QZgOzr6R5 LOADING (psQ SPACING- 2-0-0 CSI. L. in (foe) Well Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.33 Van( 0.06 2-4 >983 240 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.06 2-4 >918 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=131/Mechanical,2=325/0-11-5,4=53/Mechanical Max Harz 2=114(LC 4) Max Uplift 3— 118(LC 8), 2=-283(LC 4), 4=-67(LC 4) Max Gmv 3=131(LC 1), 2=325(LC 1), 4=101(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. Scale =1:13.2 PLATES GRIP MT20 244/190 Weight: 18 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasdl32mph; TCDL=4.2psb BCDL=5.Ops1; h=15X; Cat. II; E>p, C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; porch 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 nonconcument with any other live loads. 3) ' This truss 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 2.0-0 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 1001b uplift at joint(s) 4 except at=lb) 3=118, 2=283. 6) "NAILED" indicates 3-1 Od (0.148'x3°) or 2-12d (0.148°x3.25°) toe -nails per NDS guldlines. 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 (pIQ Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) Vert: 5=49(F) 7=-7(F=-4, B=-3) Walter P. Finn PE N622839 MiTek USA, Inc. FL Cart 6634 6004 Parke Fast Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING-Verlydes ri,arameter end READNOTES ON TFUSANOINCLUDWAMID(REFERANCEPAGE11167473-- feWs?01SBEFORE USE DesignvWid for use oniywim MiTek® connectors. Thb design Is based only upon parametersshown, and Isfor on Individual building component, not a muss Mtem. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design Into the overall building design. El Indicoted is to prevent buckling of IndMduat buss web and/or chord members only. Add tonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance reearding the fabncatlon, storage, delivery, erection and braoing of musses and Muss systems, seeANSVWII Cually CMeM. OB849 and BCSI Buld rig Component Parke Eest BNd. Safety mfannationovollable from Truss Plate Imfrute. 218 N. Lee Street, Suite 312, Nexandrla, VA 22314. Tam Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249726 2045246-SYNERGY-DYER HJ51 Diagonal Hip Girder 1 1 Job Reference (optional) aunaers rnet bource, ram wy, rL- O'Dea, Scale =1:17.5 3z6 = 3.4 = LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (loc) I it Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.14 2-6 >654 240 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.26 2-6 >346 180 BCLL NO ' Rep Stress Incr NO W B 0.09 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdz-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 4=120/Mechanical, 2=411/0-10-15, 6=310/Mechanical Max Horz 2=161(LC 4) Max Uplift 4=-132(LC 4), 2=-204(LC 4), 6— 191(LC 8)l FORCES. (Ib) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOPCHORD 2-3=-401/226 BOTCHORD 2-6=-278/369 WEBS 3-6=-428/322 PLATES GRIP MT20 244/190 Weight: 311b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; MW FRS (envelope); cantilever left and fight exposed ; Lumber DOL=1.60 plate grip D0L--1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=132, 2=204, 6=191. 7) "NAILED" indicates 3-1 Did (0.148"x3") or 2-12d (0.148"0.25") toe -nails per NDS 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 (plf) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 7=98(F=49, B=49) 9=-28(F) 10=-68(B) 13=-13(F) 14=-23(3) Walter P. Finri PE No.22839 MiTek USA, Inc. FL Ced8834 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 O WARNING. verify design Parameters end READ NOTES ON THIS AND MCLUUED 4firEKREFERANCE PAGEMII-7473-- 10/0.32af5BEFONEUSE Design void for use only with lyl 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 the appllcablilly of design parameters and properly Incorporate this design Into the overall building design,. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPI3 OuaIBV CMorb, DSO-69 and SCSI Building Component Safety Inferrnatbmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexantlna, VA 22314, 6904 Parka But Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply T19249727 2045246-SYNERGY-DYER K01 Roof Special 4 1 • Job Reference o tional Builders First Source, Plant City, FL- 32566, b:znu s uec b zula mi 1 ex mousmes, Inc. Nron uan a m:44:zr zueu raga 1 ID:gll8wLV Ni6YkTT7f BJ8hFyw6EN-dKW V6fAFFKv31 UTjnvikhdUF05Akl6W F37f ERIzr6R2 • -1-0-0 3.8.0 6-11-0 10-2-0 12-71-0 1-0.a 3.8.0 3-3-0 3-3-0 4 4x6 = 5x6 = 3x4 11 zx4 11 uxo u Scale: 1/2°=1' 1 IT LOADING (psi) 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/TPI2014 CS'. TC 0.33 BC 0.43 WB 0:18 Matrix-SH DEFL. Veri Ven(CT) Horz(CT) in (loc) Visit LA 0.08 10-11 >999 240 -0.1110-11 >999 180 0.08. 7 rVa n/a PLATES GRIP MT20 2441190 Weight: 62 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc puriins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. 3-12,5-8: 2x4 SP M 31 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.21-7-10 REACTIONS. (lb/size) 7=561/Mechanical, 2=669/0-8-0 Max Horz 2=75(LC 16) Max Uplift 7=-191(LC 13), 2= 251(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-984/847, 3-4=-889/778, 4-5=-887/776, 5-7=-881/752 BOT CHORD 2-12=-660/815, 10-11=-1071/1332, 9-10— 935/1181, 7-8=-531/678 WEBS 3-10=-595/609, 4-10=-301/405, 5-10=-434/476 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=15tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exierior(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-0, Exterior(2) 6-11-0 to 12-11-0 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) This truss has been designed for a 10.0 psi bottom chard live load nonconcument 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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 6) Refer to girder(s) for trusts to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=11b) 7=191. 2=251. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 8834 6904 Parke East Blvd. Tampa FL 33810 Data: January 27,2020 O WARNING -Verity dealSn parametersand READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF7473 rev. 10Po32015eEFOREUSE. Design valid for use only with MRek® connectors. This design h based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design, Bracing Indicated is W 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 me SCSI Ball Component fabrication, storage, delivery, erection and bracing of trusses and truss system£ seeANSVTP1I QualityCdi DSM9 and S East B 6904 Parke East BNtl. Safety Informafbnovallabie Rom Truss Plate InstilWe. 218 N. Lea Street, Suite 312, Alexandria, VA 22314.33610 Tampa, FL Jab Truss Truss Type Oty Ply T79249728 2045246-SYNERGY-DYER K02 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566. 8.240 S uec b 2e1a MI IeK Inaustnes, Inc. man dan eI Io:44:zb euzu rage r ID:gllBwLVN16YkTT7fiBJehFyw6EN-5W4tK7AtOe1 wfd2vLcDzEr00YUL_UZdOHfOnz9zr6R1 -1-0-0 3.8.0 841-0 10.2-0 73-10-0 74-10-0 1-0-0 3.8.0 3-3-0 3-3-0 3-8-0 1-0-0 11 46 = 5x6 = 2x4 11 2x4 11 5.6 = Scale = 1:26.2 �d16 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/TPI2014 CSI. TC 0.31 BC 0.49 WE 0.19 Matrix-SH DEFL. in Vert(LL) 0.06 Vert(CT) -0.10 Horz(CT) 0.07 (too) I/deft ILA 9-10 >999 240 9-10 >999 180 6 n/a ril PLATES GRIP MT20 244/190 Weight: 65 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-6 cc Duping. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 5-9-11 oc bracing. 3-12,5-8: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=690/0-8-0, 6=690/0-8-0 Max Harz 2=-68(LC 17). Max Uplift 2=-256(LC 12), 6113) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 1022l781, 3-4=-951/711, 4-5- 9511708, 5-6=-1022/781 BOT CHORD 2-12=-595/855, 10-11=-1011/1451, 9-10=-1026/1451, 6-8=-604/855 WEBS 4-10= 291/448, 5-10=-650/640, 3-10=646/637 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=4.2ps1; RCDL=5.0pst h=15tt; Cat. 11; Exp C; Encl., GCpi=0.18; MI (envelope) and C-C Exteror(2)-1-0-11 to 4-11-5, Interior(1) 4-11-5 to 6-11-0, Exterior(2) 6-11-0 to 12-11-0. Interior(1) 12-11-0 to 14-10-11 zone; cantilever left and night 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 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) All bearings are assumed to be SYPNo.3 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 011=11b) 2=256, 6=256. Walter P. Finn PE No12839 ll USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610. Data: January 27,2020 ,&WARNING-VeNry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473mv. 1049312015 BEFORE USE Deslgn valid for use only with fill connectors. This design Is based only upon parameters shown, antl is for an IntlNltluaI building component, not a truss system. Before use, the building designer must verify the oppllcoblllty of design parameters and properly Incorporate this design Into the overall ��- building design. Bracing lndloated is to prevent buckling of lntllvidual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek Is always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CmeM, DSB-89 and BCSI BY9dhr0 Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Intormaacnavollable from buss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlo, VA 22314. Job Truss Thus Type Oly Ply T19249729 2045246-SYNERGY-DYER K03 Hip Girder 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:29 2020 Page 1 ID:gll8wLVNi6YkTT7fiBJBhFyw6EN-Zj eFXLBVnyAnGnd5vKkCm2ZYSup9D 1 wY W J8KVczr6RO 5.0.0 6-10.0 13-10.0 14-10.0 5.0.0 3-10.0 5.0.0 7.0.0 5 3x6 = Special 4 c_......., 3x4 = 2x4 11 2x4 II 3x4 = Special Special Scale = 1:26.6 R 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 NO Code FBC2017/rPI2014 CSI. TC 0.49 BC 0.56 WB 0.12 Matrix-SH DEFL, in Vert(L-) 0.07 Vert(CT) -0.11 Horz(CT) 0.03 (too) I/deft L/d 2-9 >999 240 2-9 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 57 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1028/0-8-0, 6=1026/0-8-0 Max Hom 2=-68(LC 28) Max Uplift 2=-463(LC 8), 6= 461(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1837/828, 3-5=-1577/803, 5-6=-1836/827 BOT CHORD 2-9=-699/1611, 8-9=708/1588, 6-8=-702/1611 WEBS 3-9=0/324, 5-8=0/324 " 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=15ft; Cat. It; Exile 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.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) All, bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=463, 6=461. 8) Graphical pudin representation does not depict the size or the orientation of the Guilin along the top and/or bottom chord. 9) *NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30016 down and 307 lb up at 5-0-0, and 961b down and 130lb up at 6-11-0, and 300 Ile down and 307 lb up at 8-9-4 on top chord, and 117 lb down at 5-0-0, and 117 lb down at 8-94 on bottom chord. The designtseleGtionof such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-5=-70, 5-7=-70, 2-6=-20 Concentrated Loads (lb) Vert: 4=-76(B) 9=-82(B) 8=-82(B) 10=-204(B) 11=-204(B) 12=-26(B) Walter P. Finn PE No12839 MiTek USA, Ina. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 ,&WARNING-Verlryd.dospampretem and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE 111I}74nhev. iWOLZ915 BEFORE USE. Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me ovc,all bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the 6904 Parke East Blvd. fabricall storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII Quality CMcdo, DSB49 and BCSI Building Component SabtV mformatlonwallable from Truss Plate Insttute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249730 2045246-SYNERGY-DYER N01 Roof Special 1 1 Job Reference o tional Cullaers rise bourca, tram ury, rL-.Izaoo, o.c»aouec a cv,o rv,,,on u,umumo 1.- ,v,a„un„c. ,...»».uo tutu ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-1 vCdIgC7YFIeuxCHSI FRJG6cRIBPyl lzu 8x1 4x6 = Scale = 1:67.4 2x4 II 5.00 12 3 4 73x6 II 5.00 12 SIB LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TP]2014 CSI. TC 0.92 BC 0.43 WB 0.61 Matrix-SH DEFL. in Vert(LL) -0.09 Vert(CT) -0.18 HDrz(CT) -0.04 (loc) /deft I 5-6 >999 240 5-6 >903 180 5 Ida PIG PLATES GRIP MT20 244/190 Weight: 118 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directlyapplied or 2-2-0 oc puffins, 3-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 4-5, 3-6, 3-5 REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Hom 7=258(LC 12) Max Uplift 7=-102(LC 12). 5=-380(LC 12) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-563/726, 1-2=-538/521, 2-3=-561/904 BOT CHORD 6-7=-633/206 WEBS 1-6=-272/439, 2-6=-507/957,3-6=-1266/724, 3-5=-595/918 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; IrI Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Extedor(2) 6-1-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Beading 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 100 lb uplift at joint(s) except (jt=lb) 7=102, 5=380. Walter P. Finn PE No.22039 MiTek USA, Inc. FL Cad0934 6004 Parke East Blvd. Tampa FL 33610 Data: January 27,2020 Q WARNING -Verlydealgn,nninfersend READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIF74MIn. lWeaQ01a BEFORE USE for MiTek® This design Is based only upon parameters shown, and Is for an Individual bullding component, not Design valid use only with connectors. a frus5 system. Before use. the building designer must verify the appllcebllity of design parameters and property Incorporate this tleslgn Into fine overall Additional temporary and permanent bracing MiTek' building design, Bracing Indicated is to prevent buckling of individual muss web and/or chord members only. Is always required for stoblliy, and to preventcollapse with pos9bie personal Injury and property damage, For general guldance regarding the fabrication. storage, delivery, erection and bracing of trusses and muss systems, seeANSVTPI1 Saudi lh GdteM. OSB-W and BCSI Building Component Safety Infornadj vallabie from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22914, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss - Truss Type Of Ply ply T19249731 2045246-SYNERGY-DYER NO2 Roof Special 1 1 Job Reference (optional) umiaers rim source, warn ury, rL- azaao, B> axe = 2.4 II 5.D0112 a 4 5 73x6 II 5.00 12 6x8 Q Scale = 1:67.6 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 ]nor YES Code FBC2017/TPI2014 CSI. TC 0.93 BC 0.43 WB 0.59 Matrix-SH DEFL. in Vert( 1) -0.09 Vert(CT) -0.18 HOrz(CT) -0.04 (lac) I/defl Ud 5-6 >999 240 5-6 >903 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 118 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, 3-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 4-5, 3-6, 3-5 REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Horz 7=258(LC 12) Max Uplift 7— 102(LC 12), 5=-380(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 1-7=-563l744, 1-2= 53B/543, 2-3=-561/926 BOT CHORD 6-7=-594/206 WEBS 1-6= 353/439, 2-6=-507/972, 3-6=-12417724, 3-5= 595/1175 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=5.0ps1; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-CComer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 12-3-8, Comer(3) 12-3-8 to 13-11-4 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) This truss has been designed for a 10.0 Oaf 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 joints) 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 100 Ib uplift at joint(s) except Qt=lb) 7=102, 5=380. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 27,2020 A WARNING - Verlfydeslgn parameters and HEAD NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIF74nmv. 100342015 BEFORE USE. ��- Oeslgn valid for use only with MIT908 connected. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Additional temporary and bracing MiTek' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. permanent a 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, seeANS171P11 Quality Cmr do, DSB-69 and BCSI Building Component Safety Infoenbrro ofvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandrlo, VA 22314. East t Blvd. Tempe. FL 6904 Parke East 0 Job Truss Truss Typa Oty Ply T79249732 2045246-SYNERGY-DYER NO3 Half Hip 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 6.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:44:32 2020 5.00 12 8x' 5x6 = 5 7 5.00 12 5xB axe 11 Scala - 1:60.5 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.09 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.18 5-6 >904 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.44 Horz(CT) -0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 115 lb FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 3-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. WEBS 2x4 SP I WEBS 1 Row at midpt 4-5. 3-6, 3-5 REACTIONS. (Ib/size) 7=621/0-3-0, 5=621/0-3-0 Max Hom 7=244(LC 12) Max Uplift 7=-10112), 5=-342(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-563f724, 1-2=-535/516, 2-3=-539/884 BOT CHORD 6-7= 635/207, 5-6=-321/225 WEBS 1-6=-266/432, 2-6=-465/927, 3-6=-1222/679, 3-5=-582/941 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasi1321 TCDL=4.2psh BCDL=S.Opsf; h=1I Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide 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 joints) 7, 5 considers parallel to grain value using ANSVTPI 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 100 lb uplift at joints) except (jt=lb) 7=106,5=342. Walter P. Finn PE No.22839 MITI USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33618. Date: January 27,2020 Q WANNgIG-Verity deslgnpammetera and NEAR NOTES ON THISANO INCLUOED MmEKNEFENANCEPAGEAffli rev, 10,1112015BEFOHEUSE. ��- Deslgn valid for use only with Meeks connectors, this design Is based only upon parameters shown, and Is for an Individual building component, not a trans system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardIng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSV PII Quarry Cdhi DSI and III Building Component 6904 Parka East Blvd. Safety, lnformallonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T19249733 2045246-SYNERGY-DYER N04 Half Hip 1 1 Job Reference a tional Builders First Source, Plant City, FL- 32566, B.240 s Dec B 2g1a roll I ex mousmes, Inc. Man Jan zr 15:44:32 2020 rage ID:qIIBwLVNi6YkTT76BJBhFyw6EN-zIJOAM EN4tYMSFMgaSlvOhB306s00G_CHM?5wzr60z. ' 4-5-10 ( B-7-12 14.1.0 4-5-10 4-2-2 5.5.4 2x4 Sx6 = 2x4 II Scale= 1:57.1 5.00 12 7 S.uu llz 5x8 C 5xB i LOADING (psg TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate GOP DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TPI2014 CSI- TC 0.51 BC 0.46 WE 0.61 Meal DEFL. in Vert(LL) -0.09 Vert(CT) -0.18 Horz(CT) -0.04 (loc) Udefl Ud 5-6 1999 240 5-6 >916 180 5 Fla n/a PLATES GRIP MT20 244/190 Weight: 113 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except and verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. WEBS 1 Row at midpt 4-5, 2-7, 3-5 REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Hom 7=198(LC 12) Max Uplift 7— 126(LC 12), 5= 302(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-133/300, 2-3— 454/630 BOT CHORD 6-7=-864/446, 5-6=-531/355 WEBS 2-7=-634/649, 2-6=0/283, 3-6=-719/417, 3-5=-604/979 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=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 Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 20.0pst 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, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building, designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=126, 5=302. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610. Date: January 27,2020 O WAflNING-Verltydsn1,mperametersand READ NOTES ON Mat ANDINCLUDED MIfEKREFERANCEPAGEMIF7470rex.. iNa'U1015BEFORE USE WA NING MBelt®connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component,not ��- valid or use only with a has system. Before use, Me bulltling designer must verily the applicability of tleslgn parameters antl properly Incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary antl 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. s9OANSUTP11 Quality Critelli OSS-89 and BCSI Building Companant 6904 Parke East Blvd. Batty Inlormationcycllable from Truss Plate Instituto, 218 N. Lee Sheat, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Gty Ply T79249734 2045246-SYNERGY-DYER N05 Half Hip 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 1 s use adult, ran arc mousmes, Inc. mum uan a i5.44.35 cam raga r ID:qIjBwLVNi6YkTT7fiBJBhFyw6EN-RUtmNiE7rAgDIPxs89pexuk7jVDP9nP8Rx6YdNzr60y 6-7-12 --0 6111 2 147.5.14 5.00 F12 I MT20HS 4 7 2 46 = 63.6 II 3.6 I Scale = 1:54.4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC 0.92 BC 0.41 WB 0.35 Matrix-SH DEFL. in Vert(L-) -0.09 Vert(CT) -0.18 Horz(CT) -0.02 (loc) Well Ud 4.5 >999 240 4-5 >935 180 4 1 n/a PLATES MT20 MT20HS Weight: 103 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directlyappljed or 2-2-0 oc purlins, 2-3: 2x6 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-4 0o bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-4, 3-5 REACTIONS. (lb/size) 6=621/0-3-0, 4=621/0-3-0 Max Hom 6=148(LC 12) Max Uplift 6=-140(LC 12), 4= 292(LC 9) FORCES. (Ib) -Max. Comp./Max: Ten. -All forces 250 (Ib)or less except when shown. TOP CHORD 1-6=-5627762, 1-2=-540/566, 2-3=-412/668, 3-4=-5591797 BOTCHORD 5-6=-453/144 WEBS 1-5=323/442, 2-5= 346/586, 3-5=-859/523 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=4.2ps1; BCDL=5.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Extedor(2) 6-1-12 to 13-11-4 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This Muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This Muss has been designed fbr 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 tit between the bottom chord and any other members. 7) Beading at jolt 6, 4 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 Muss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ut=lb) 6=140, 4=292. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 AWARNING. VerltydelignparemefenandREADNOTESONTHISANDINCLUDEDMITEKREFERANCEPAGEMIF747arey.laWYlefSBEFOREUSE. Design valid for use only with MOelr® 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 F.n building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MfTek- Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of busses and truss systems, seeANSUIPII Gualmy Cdlerl DSB-06904 Parke East Blvd. 9 and BCSI Building Component Tampa, Parke East j Safety mformafbmvallable from Truss Plate Institute, 218 N. tee Street. Suite 312, Alexandria. VA 22314. Jab Truss Truss Type Oty Ply � T79249735 2045246-SYNERGY-DYER N06 Half Hip 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 6.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:34 2020 Page 1 ID:gll8wLVNi6YkMfiBJ8hFyw6EN-vgR8a2FecUo4NYW3htKNT6GLPvX3uEW Hgbr59pzr60x 4-7-12 7-0.8 14-1-0 4-]-12 2-4.12 7-0.8 3x4 5.00 FIT 5.6 = 2.4 II 3x6 = Scale = 1:46.4 2 3 8 4 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.73 Ven(LL) -0.09 5-6 >999 240 MT20 2"/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.18 5-6 >932 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.29 Horz(CT) -0.03 5 rda Na BCDL 10.0 Cade FBC2017/TP12014 Matrix-SH Weight: 104 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-4-8 oc bracing. WEBS 1 Row at midpt 4-5, 2-7, 4-6 REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Harz 7=105(LC 12) Max Uplift 7=165(LC 9), 5=-286(LC 9) - FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-164/367, 2-3=-502/652, 3-4= 502/653, 4-5— 560/706 BOTCHORD 6-7=4315/376 WEBS 2-7=-602/536, 2-6=-315/426,3-6=-450/573,4-6=-788/598 NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0ps1; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-1-12 to 4-7-12, Extedor(2) 4-7-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gap 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) 7, 5 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 100 lb uplift at joint(s) except Qt=lb) 7=165, 5=286. Walter P. Finn PE No12839 MiTek USA Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 QWARNING- Vedifydeslgnparametenend READNOTES ON MIS AND INCLUDED MREKREFERANCE PAGE 1111`)4]3rev, idAYIe1S BEFORE USE Design volld for use only with Mll connectors. Thisdesign Is leased only upon porameters shown and Is for on Individual building component, not a truss system. Before use, the bullding designer must verity the applicabYity of design parameters and properly Incorporate mis design Into the overall bW6ing desgn. Bracing Indicated 6 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlred for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regordIng the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSVrPlk CualBy Crisis, DS549 and SCSI Building Component 6904 Parka East Blvd. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Sheet Sulm 312, Alexandrlo, VA 22314. Tampa, FL 33610 Job ' Truss Truss Type Oty Ply T19249736 2045246-SYNERGY-DYER N07 Half. Hip 1 1 Job Reference (optional) Sunders First source, Plate Glty, FL-32556, a.24u s uec b Zu1B MI I el( Industries, Inc. man Jan z/ 1b:44:3b zuzu ID:gIIBwLVNi6YkMfiBJ8hFyw6EN-Ot7 W oOGGNowx?i5FFarcOJp W 7Ju5dYj0uFb 5.00 F12 5xB = 2x4 11 3.6 = Scale = 1:43.0 2 3 g 4 3.1 83,,6 II 3.6 II LOADING (last) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber OIL 1.25 Rep Stress Inor YES Code FBC2017/TPI2014 CS]. TC 0.74 BC 0.44 WB 0.87 Matrix-SH DEFL. in Vert(LL) -0.10 Vert(CT) -0.20 Horz(CT) 0.03 (too) Well Vd 5-6 >999 240 5-6 >836 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 1041b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or 5-8-7 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. REACTIONS. (lb/size) 8=621/0-3-0, 5=621/0-3-0 Max Horz 8=59(LC 12) Max Uplift 8=-205(LC 9), 5=-275(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-600/623, 1-2=-285/295, 2-3=-602/632, 3-4=-601/633, 4-5=-558/631 BOTCHORD 6-7=-371/259 WEBS 1-7=-390/477, 2-7=-"0/454, 2-6— 458/517, 3-6=-483/608, 4-6=-721/678 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; MW FRS (envelope) and C-C Comer(3) 0-1-12 to 2-7-12, Exterior(2) 2-7-12 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide 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) 8, 5 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 100111 uplift at joint(s) except (jt=lb) 8=205, 5=275. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd, Tampa FL 33610. Date: January 27,2020 QWARNING-Vedtytleslgnperemeteraentl READ NOTES ON THIS AND/NCLUDEOMITEKREFERANCE PAGE M1474"wi, 1040.31?015 BEFORE USE Design valid for use only with Mlfek® connectors, This design Is based only upon parameters shown. and Is for an Individual bulltling component, not a truss system. Before use, the bulltling designer must verify the opplicold y of design parameters and properly Incorporate this tleslBn Into the overall bulltlin8 tleslBn. Bracing lntllcated is to prevent buckling-flntllviduol hussweb and/orchord members only. Atltlnlonal temporary and permanent braclnB MiTek' Is always requnedfor stability and toprevent collapse with possible personal lnlury and property damage. For Benercl guidance regartling the fabrication, storOBe, tlellvery, erecnon and bracing of trusses and huss systems. seeANSVIP11 GualHr CM�da, DSo 9 and 6CBI a. Is rip Component Bablylnformalbnovolldble from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria. VA 22 14. 6904 Parke East GIVE. Tampa, FL 33610 Job Truss Truss Type City Ply T19249737 2O 5246-SYNERGY-DYER NOB Half Hip 1 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, 6.24u s Uec u 2ula Mu ex mausmes, mc. mon uan er Tb:44:nb euzu rages ID:gllBwLVNi6YkTT7fiBJ8hFyw6EN-Ol?WoOGGNowx?i5FFarcOJpW rJutdY7QuFbf Fzr6Ow -7-0 7-2-10 14-1-0 -7-1 6-6-14 6-10-6 5.00 F1 Eax6 = 2x4 II 234 II 2 3x6 = 3.6 II Scale=1:38.6 LOADING (pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COL 1.25 Rep Stress [net YES Code FBC2017/TP12014 CSI. TC 0.75 BC 0.41 WB 0.85 Matrix-SH DEFL. in Vert(1) -0.09 Vert(CT) -0.18 Horz(CT) 0.04 (loc) I l Ud 5-6 >999 240 5-6 >905 180 5 n/a n/a PLATES GRIP MT20 2"/190 Weight: 95111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=621/0-3-0, 5=621/0-3-0 Max Horz 7=9(LC 8) Max Uplift 7=-246(LC 8), 5=-261(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-760/674, 3-4=-7917713, 4-5=-561/592 WEBS 2-7=-7001726, 2-6= 6661777,3-6=-541/672, 4-6=-771/854 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=15ft; Cat II; Exp C; EnCI., GCpi=0.1 e; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 0-7-12, Exterior(2) 0-7-12 to 13-11-4 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 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.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) 7, 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except ft=lb) 7=246, 5=261. Walter P. Finn PE No.22839 Ml USA, Inc. FL Cod6614 8904 Parke East Blvd. Tampa FL 33610 Date: January 27,2U2U O WARNING -Verity dealgn Paraxhvsend READ NOTES On MIS AND INCLUDED MIrEK REFERANCE PAGE Al rev, la=aOISBEFORE USE Design for M6elsa fits design Is based only upon parameters shown and Is for an Intlividucl building component, not ��- valid use only with connectors. a truss system. Before use, the building designer must verify the applipablltiy, of design parameters and properly Incorporate this design Into the overall bullding tleslgn. Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonal temporary and permanent brocing MiTeK Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANBUIPI I Quality Criteria. 056419 and BCSI Buldesg Component Safety InPonnafbnavollable from Truss Plate Institute, 218 N. Lee Street Sulta 312. Alexandrla, VA 22314, 69" Parke East BNd. Tampa, FL 33610 Job Truss Truss Type City Ply T19249738 2045246-SYNERGY-DYER N09 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant Glly, FL-32566, 8.240 S Dec o zo la MI r arc mauemes, Inc. Man den a o.rrao loco Faye r ID:gllBwLVNi6YkTT7fiBJ8hFyw6EN-s3Zu7kHu852ocsgRplMrY%LgPIEEMzZa7vKCEizr60v e 7-0-8 14-1.0 7-0-8 7-0-8 3x6 = 2x4 11 3x6 = Scale = 1:32.9 7 2 a 3 0 3x6 11 3x6 II LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) .0.09 5-6 >999 240 TCDL 15:0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.20 5-6 >848 180 BCLL 0.0 ' Rep Stress ]net YES WB 0.96 Hom(CT) 0.07 4 n/a III BCDL 10.0 Code FBC2017[TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 ,REACTIONS. (lb/size) 6=621/0-3-0,4=621/0-3-0 Max Uplift 6=-257(LC 8), 4=-257(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-562/584, 1-2=-1048/915, 2-3=-1048/915, 3-4=-562/584 WEBS 1-5=-953/1086, 2-5=-561/697, 3-5=-953/1086 PLATES GRIP MT20 2441190 Weight: 83 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling 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=5.Opsf; InI Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Elder or(2) 6-1-12 to 13-11-4 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 10.01 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 ANSIfFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (It=lb) 6=257, 4=257. Waller P. Finn PE KG22839 MTek USA, Inc. FL Cert8634 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 Q WARNING- Verify deslgnmvmeferaand READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMI47473 rev. 10,D120150EFORE USE. �� Design vend for use only with M66k® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a doss system. Before use, the building designer must verify the oppllcabllity, of design parameters and properly Incorporate this tleslgn Into the overall A bullding tleslgn. Brccing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSI Quality Cmeda, DSB49 and BC51 BuOdNp Component 6904 Parke East Blvd. Safety mfermatbrpvolloble from Truss Plate Institute, 218 N. We Streat Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Of Ply ply T19249739 2045246-SYNERGY-DYER N10 Roof Special 1 1 Job Reference (optional) nunaers rina aaume, ream ury, rL- azaoo, ova , ID:gllBwLVN16YkTT7fiBJBhFyw6EN-KF7HD4H W vPAfEOEeN4t45kugT7aM5W Oj MZ4lm8zr60u 2x4 11 Sx6 = 154 = T 2 8 3 3z6 II 3x6 II LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 1-Id TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vort(CL) 0.13 5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.23 5-6 >705 180 BCLL 0.0 ' Rep Stress [nor YES WE 0.60 Horz(CT) 0.14 4 nto n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-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. (Ib/size) 6=621/0-3-0,4=621/0-3-0 Max Uplift 6=-257(LC 8), 4= 257(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-562/585, 1-2_ 1571/1371, 2-3=-1571/1371, 34=-562/585 WEBS 1-5=-1385/1579, 2-5=-549/686, 3-5=-1385/1579 PLATES GRIP MT20 244/190 Scale = 1:28.6 Weight: 781b FT=20% Structural wood sheathing directly applied or 3-6-1 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at micipt 1-5, 3-5 NOTES- 1) Wind; ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD1-=5.0psf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 13-11-4 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 pat bottom chord live load nonconcurrent with any other live loads. 4) • This tmss 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 ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except Qt=lb) 6=257. 4=257. Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6804 Parke East BNd. Tampa FL 33610 Data: January 27,2020 Q WARNING -VaRrydeslgn parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGEMII.74Tarev, ralosi BEFORE USE. Design valid for use only with MBekO connectors, the design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the bulltling 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guldonce regarding the fabrication storage, delivery, erection antl bracing of trusses and truss systems, s9eANSVrPI1 CualMy CrlMla, D$5-99 and SCSI Building Component 6904 Parke East Blvd. Safety lnformotbnovallabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22 14. Tampa, FL 33610 Job TWSS Truss Type City Ply T79249740 04 25246-SYNERGY-DYER N11 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566. 6.24Ua use e2Ula MI ICK Inc. Man Jan er 15:44:38 2020 rage I 5.00 12 46 = 3.6 II 34 II Scala = 1:31.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too)/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.08 8 >999 240 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.08 8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix-SH Weight: 82 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 10=621/0-3-0, 6=621/0-3-0 Max Horz 10=22(LC 12) Max Uplift 10=-215(LC 12), 6=-215(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-585/618, 1-2=-950/976, 2-3=-1298/1376, 3-4=-1298/1407, 4-5=-950/960, 5-6=-585/637 BOT CHORD 8-9— 1206/1099, 7-8=-1125/1099 WEBS 1-9=-1062/1029,2-9=-780/938, 3-8=-781098, 4-7=-780/921, 5-7=-1042/1029 Structural wood sheathing directly applied or 5-1-10 oc purlins, except end verticals. Rigid ceiling directly applied or 5-4-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vascll 32mph; TCDL--4.2pst BCDL=5.Opsf; h=1511; Cat. II; Exp C; Encl., GCpil8; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 4-4-10, Exterior(2) 4-4-10 to 7-0-8, Comer(3) 7-0-8 to 9-8-6, Extedor(2) 9-8-6 to 13-11-4 zone; cantilever left and right exposed ;C-C for members and tomes & 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 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) Bearing at joint(s) 10, 6 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 1001b uplift at joint(s) except (jt=lb) 10=215, 6=215. Walter P. Finn PE No.22839 NiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING- Verify designparemefersand READ NOTES ON THISAND INCLUDED M/rEKBEFEBANCEPAGE MIl me 1aMYIp15BEFOBE USE. Design valid for use only with Mgek® 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 hie overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses and huss systems, seeANSUIPII Cual6v Criteria, D511-09 and Ill thi1dbp Component 6904 Parke East Blvd. Safety lnfurmaWrsavolloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, 'Tampa, FL 33610 Job Truss Truss Type Oty Ply T79249741 2045246-SYNERGY-DYER N12 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 6 2019 MI I ek industries, Inc. man Jan 27 15:44:39 2UZU Vage 1 ID:gllBwLVNi6YkTT7fi BJBhFyw6EN-GeE1 elJmR00MTKOOUOwYA9zBpwAtZPsOptZsrOzr60s 2-3-2 7-0.8 11.944 14-1-0 2-3-2 49-6 4-9.6 2-3-2 5.6 = 5CD 12 3.6 II 3x6 II LOADING (psf) SPACING- 2-0-0 Cal. DEFL. in (loc) /deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) 0.24 8-9 >685 240 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Ven(CT) 0.22 8-9 >749 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.67 Horz(CT) -0.15 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 MaMx-SH LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 2-3,3-4:2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Scale = 1:31.2 PLATES GRIP MT20 244/190 Weight: 81 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-7 oc Duties, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-5-10 oc bracing. REACTIONS. (lb/size) 10=621/0-3-0, 6=621/0-3-0 Max Hom 10=41(LC 12) Max Uplift 10=-447(LC 8), 6=-447(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-10=-616/1821, 1-2=-584/1836, 2-3=-1372/3486,3-4=-137213537, 4-5=-584/1775, 5-6=-616/1761 BOT CHORD 8-9=-1969/712, 7-8=-17401712 WEBS 1-9= 2569/812, 2-9=-749/1779, 2-8=-1238/569, 3-8=-2125/657,4-8— 1393/569, 4-7=-749/1691, 5-7= 2485/812 NOTES- 1) Unbalanced roof 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-1-12 to 2-3-2, Exterior(2) 2-3-2 to 7-0-8, Comer(3) 7-0-8 to 11-9-14, Extedor(2) 11-9-14 to 13-11-4 zone; cantilever left and right exposed ; porch 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 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, 6 considers parallel to groin 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 Dealing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=447, 6=447. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6034 0904 Padre East Blvd. Tampa FL 33610 Date; January 27,2020 QWARN/NG-VerlfyclaorgaparomatenanJREAD NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE Ml47473rev. 10D 01S BEFORE USE. Design valid for use only with Wek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this tleslgn Into the overall building tleslgn. Bracing lndicaled is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality Criteria, 115113-09 and BCSI Building Component Safety mfonnatbnovolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexondrla VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Dty Ply T19249742 2045246-SYNERGY-DYER N13 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 a Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:44:40 2020 Sx6 = axo — 46 = Scale =1:30.9 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.80 BC 0.81 WB 0.57 Matrix-SH DEFL. in Vert(L-) 0.44 Ven(CT) 0.40 Horz(CT) -0.15 (too) Udell Ud 546 >372 240 5-6 >411 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 761b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NDA TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-11-2 oc finding. 1-6,3-4:2x6 SP No.2 WEBS 1 Row at midpt 3-5, 1-5 REACTIONS. (Ib/size) 6=61310-3-0, 4=61310-3-0 Max Hom 6=58(LC 13) Max Uplift 6=-415(LC 9), 4=-415(LC 8) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-595/1081, 1-2=-1429/2850, 2-3=-1429/2850, 3-4=-595/1081 WEBS 2-5— 1633/601,3-5=-2144/1113, 1-5=-2144/1113 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; hl5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-2-12 to 6-2-12, Intedor(1) 6-2-12 to 7-0-8, Exterior(2) 7-0-8 to 13-0-8, Interior(1) 13-0-8 to 13-10-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for 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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 6) Bearing at loint(s) 6, 4 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 1001b uplift at joint(s) except (jt=lb) 6=415, 4=415. Waller P. Finn PE ND22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 AWARNING-VerifydesignparametersandREADNOTESOnTNISANDINCLUDEDMREKREFERANCEPAGEMIF24Y4re¢iN032015BEFOREUSE. Design told for use only with MITekdo connectors. This design Is hosed only upon parameters shown, and Is for on Individual building component, not a taus system. Before use, the building designer must verily the applicability of design parameters antl properly Incorporate his design Into the overall building design. Eroding Indicated is to prevent buckling of Individual It web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU7Pl1 Quality CmMa, DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety Informallo avallobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22914. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19249743 2045246-SYNERGY-DYER N15 Root Special 3 1 Job Reference o Tonal Builders First Source, Plant City, FL- 32566, 4x6 = 8.240 s Dee 6 2019 MITek Industries, Inc. Mon Jan 27 15:44:41 2020 Page 1 Ii6YkTT7fBJ8hFyw6EN-00Mn3RL1 yeg4jdYPcry0Fa3X9kgel LMJHB2zvvzr6Oq Scale = 1:32.4 4.6 = 7-0.8 14.1-0 - - 7-0.8 7-0-8 PlateOffsets(XY)-- [2:0-1-00-1-121 [4:0-1-00-1-121 [7:0-4-00-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.44 7-8 >375 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) 0.39 7-8 >415 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) -0.14 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 79 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc pudins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or4-1-0 oc bracing. 2-8,4-6: 2x6 SP No.2 WEBS 1 Row at midpt 4-7, 2-7 REACTIONS. (lb/size) 8=706/0-3-0, 6=706/0-3-0 Max Hoe 8=113(LC 11) Max Uplift 8=-499(LC 8), 6=436(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-706/1206, 2-3=-1381/2784, 3-4=-1381/2807, 4-6= 706/1282 BOT CHORD 7-8=409/400, 6-7=-266/283 WEBS 3-7=-1694/606,4-7=-2022/1015, 2-7=-1889/1015 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=151t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-1-3 to 4-10-13, Interior(1) 4-10-13 to 7-0-8, Exterior(2) 7-0-8 to 13-0-8, Interior(1) 13-0-8 to 15-2,3 zone; cantilever left and right exposed ; end vertical left and night exposed; porch left 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 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) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 6) Bearing at joints) 8, 6 considers parallel to groin 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 Ut=lb) 8=499, 6=436. Walter P. One PE No22939 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Job Truss Truss Type City Ply T19249744 2045246-SYNERGY-OVER N16 Roof Special Supported Gable 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566. H.L4u s Uec 0 Lul a ml I arc mous[nes, Inc. man Jan et 10:44:44 Zvi rage I ID:gllBwLVNi6YkTT7fiBJ8hFyw6EN-gDw9GnLijxoxKn7bgYTFoobit8l_mshSVm W RLzr6Dp 4x10 MT20HS = 20 3.6 II 3.6 II LOADING (psi) SPACING- 2-0-0 Cat. DEFL. in (loc) Udefl L/d TCLL 20.o Plate Grp DOL 1.25 TC 0.83 Ve 1( 1) 0.19 14 >839 240 TCDL 15.0 Lumber DOL 1.26 BC 0.32 Vert(CT) 0.18 14 >923 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.28 Horz(CT) -0.21 , 10 Na n/a BCDL 10.0 Code FBC2017ITP12014 Madill LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except` BOT CHORD 1-1B,9-10:2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS._ (lb/size) 18=61310-3-8, 10=613/0-3-8 Max Hoa 18=-93(LC 8) Max Uplift 18=-41 B(LC 8), 10=-418(LC 9) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-598/1943, 1-2=375/1275, 2-3=-1000/3258, 3-4— 1374/4344, 4-5=-1495/4426, 5-6— 1495/4441,6-7=-1374/4319,7-8=-1000/3223, 8-9— 375/1227,9-10=-59B/1974 BOT CHORD 16-17=-1116/422, 15-16=-2945/980, 14-15=-3727/1350, 13-14=-3673/1350, 12-13=-2878/980,11-12=-1032/343 WEBS 5-14=-3133/985,4-15=-221/266, 3-16=-412/1021, 2-17=-526/1520, 6-13=-231/282, 7-12=-412/1031, 8-11=-526/1561, 2-16=1940/622, 8-12=-1957/622, 3-15=-923/362, 7-13— 933/362,1-17=-1705/523,9-11=-1750/523 Scale=1:30.7 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 86 Ib FT = 20 Structural wood sheathing directly applied or 4-9-7 oc purlins, except end verticals. Rigid ceiling directly applied or 2-11-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; fill 5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) 0-2-12 to 6-2-12, Exterior(2) 6-2-12 to 7-0-8, Corner(3) 7-0-8 to 13-0-8, Exlerior(2) 13-0-8 to 13-104 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and Tight 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 MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Bearing at joints) 18, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at jolnt(s) except (jl=lb) 18=418,10=418. Walter P. Finn PE No.2ffi39 MiTek USA, Inc. FL Cod 6634 6604 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 Q WARNING -yedlydeelgnpisemeteraend READ NOTES ON THIS AND INCLUDED MmEKREFERANCE PAGE 110I-741 saaWyans BEFORE USE Design valid for use only with MBe& 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 the applicability of tleslgn parameters and properly Incorporate MIs design Into the overall building tleslgn. Bracing indicated is to prevent buckling of lndlvlduol 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 me fobecation, storage, delivery, erection and bracing of trusses antl truss systems. seeAiiiiI Quality CMnla, DSl and BCSI Building Component Sooty lnfmmationa llable from Truss Plate Institute, 218 N. Lee Street Suite 312, Nexandna, VA 22314 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Tpe City Ply T19249745 2045246-SYNERGY-DYER P01 FM,,,pt'ah 2 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, a.eau s use o 201v mr rex inausmes, m, rvmo as,r a m:re:re ID:gllBwLVNi6YkTT7fiBJ8hFyw6EN-gDw9GnLQxoxKn7b9YiFoobgNBJYmtNSVmW RLzr60p 6.2-4 72-4-8 6-2-4 6-2-4 8x14 M 9 6xB = 7 3x12 MT20HS= 5.00112 12 13 3x4 II 3x4 = 3x6 = 4x6 = 46 = 10 Scale = 1:69.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC0.93 BC 0.28 W B 0.24 Mafix-SH DEFL. in Verl 0.05 Vert(CT) -0.07 Horz(CT) -0.54 (loc) Vdef1 Ud 4 >999 240 4-5 >999 180 10 n/a n/a PLATES MIT20 MT20HS Weight: 135 lb GRIP 244/190 187/143 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 *Except* BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. 1-6: 2x6 SP Ill WEBS 1 Row at midpt 4-8, 2-5, 2-0 OTHERS 2x6 SP No.2 *Except* 1-7:,2x8 SP 240OF 2.0E REACTIONS. (IWsize) 9=491/0-6-8, 10=493/0-1-8 Max Hom 9=254(LC 12) Max Uplift 9= 68(LC 12), 10=-340(LC 12) Max Gray 9=536(LC 2), 10=509(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 1-2= 289/0, 4-8=-635/407, 3-8=-635/407 BOT CHORD 5-6=-408/140, 4-5=-426/241 WEBS 2-4=404/738, 1-5=-29/265, 1-9=-543/373,3-10=-551/832 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5;Opsf; h=15tt; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 0-10-0 to 6-10-0, Extedor(2) 6-10-0 to 11-9-4 zone; cantilever left and right exposed ;C-C for members and forces & Ml for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 5) Bearing at joint(s) 9, 10 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 at joint(s) 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 9 except Qt=lb) 10=340. Walter P. Finn PE No.22639 fill USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 A WARNING-VeNtydesigePeremeremend READ NOTES ON THIS AND INCLUDED MREKREFERANCEPAGENIF7473rev. f0/A'9ZOISSEFOREUSE. Design valid for use only with MRekS 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 oppllcablllty, 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. Addlflonol 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 seeANSVTPIT Quality Cdta do, DSB49 and BC51 Building Component 6904 Parke Ent Blvd. Safety Informalbnovallobie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314, Tampa, FL 33610 Job ' Truss Truss Type Cry Py, Ti9249746 2045246-SYNERGY-DYER P02 Monopitch 1 1 Job Reference o tional tlunaers rust source, riarn Iny, rr. - azaoo, 3.12 MT20HS = 5.00 12 3 2x4 3.6 = 3xe = 4xfi = 7 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Ndefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.18 4-5 >551 240 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Ved(CT) -0.32 4-5 >314 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(CT) -0.17 7 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=372/0-8-0,7=326/0-1-8 Max Hom 5=180(LC 12) Max Uplift 5=-3(LC 12). 7=-286(LC 12) Max Grav 5=382(LC 2). 7=337(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 4-6=-704/332, 3-6=-704/332, 1-5>133/308 BOT CHORD 4-5= 444/169 WEBS 2-4=-285/832, 3-7=-429/853 Scale =1:54.8 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 80lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end vedicals. Rigid ceiling directly applied or 8-4-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Ops1; 1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-CCorner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 7-10-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10,0 par 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, with BCDL = 10.Opsf. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beating plate at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=lb) 7=286. Walter P. Finn PE No32839 Mil USA, Inc. FL Ced6B34 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 O WARNING - Verity design parametersand READ NOTES ON TNISAND INCLUDED MREKREFERANCERAGE MIF1473rev. 1N015eEFORE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a I system. Before use, the building designer must verify, the oppllcabllity, of design parameters and properly Incorporate this design Into the overall Additional temporary and permanent bracing MiTek' bulltling design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Is always required for stability and to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, creation and bracing of trusses and truss systems, sadmIl 1Plt Quality Cmisdo. DS1I4l9 and SCSI Building Component Safety Nformatbmvoilable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexondrlo. VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Ply T19249747 2045246-SYNERGY-DYER P03 Monopitch 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 a Dee 6 2019 MiTek Industries, Inc. Mon Jan 27 15:44:44 2020 Page 1 ID:gll8wLVNi6Yk7r7fiBJBhFyw6EN-db2whTNvFZ2fa5H_HzVltDhl RxvyEkl lzOGdW Ezr60n 5xB = Scale = 1:48.8 5.00 12 5x8 = 4x6 Axe = 7 3x6 = 3.8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) .0.18 4-5 >565 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vart(CT) -0.31 4-5 >321 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) -0.13 7 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Weight: 801b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 2-3:2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 2-5 1-5: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=372/0-8-0, 7=326/0-1-8 Max Harz 5=139(LC 12) Max Uplift 5=-38(LC 12), 7=-215(LC 12) Max Grav 5=376(LC 2), 7=354(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-112/259, 4-6=-931/413, 3-6=-931/413, 1-5= 228/539 BOT CHORD 4-5=-269/108 WEBS 2-5=-299/22, 2-0=-343/992, 3-7=-385/832 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=170mph.(3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Ops1; h=15ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) 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 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, with BCDL= 10.Opsf. 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 beading plate at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 7=215. Walter P. Finn PE No22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Q WARNING. Verity design unamefersand READ NOTES ON MIS AND INCLUDED Mil REFERANCEPAGEMIF7a73 rev. IM31915BEFOREUSE. Design valid for use only with M7ek6 connectors. This dedgn Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verity the appllcablllty, 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. Addillonal temporary antl 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 seeANSUBnI Quality Criteria, DSB-89 and BCSI Building Component Safety Informallaoavallable from Truss Plate Institute, 218 N. lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79249748 2045246-SYNERGY-DYER PO4 Monopitch 1 1 Job Reference(optional builders I bource,- 2x4 5.00 12 4.6 = 5x8 = 2 3 3x8 = 4x6 = 7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) /deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ved(LL) -0.17 4-5 >574 240 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Verl '0.31 4-5 >324 180 SCLL 0.0 ' Rep Stress Incr YES WB 0:23 He' CT) -0.13 7 r/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3*Except* BOTCHORD 1-5:2x4 SP No.2 OTHERS 2x6 SP I REACTIONS. (Ib/size) 5=372/0-8-0,7=326/0-1-8 Max 15=92(LC 12) Max Uplift 5— 63(LC 12), 7=-173(LC 9) Max Grav 5=381(LC 2), 7=335(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-461/243, 3-6= 461/243, 1-5=-148/345 BOT CHORD 4-5=-327/126 WEBS 2-4=-186/563, 3-7=-346/698 Stale = 1:43.7 PLATES GRIP MT20 244/190 Weight: 731b FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 9-9-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opst h=15f; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate I 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, with BCDL = 10.Opsf. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at loint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except of=lb) 7=173. Walter P. Finn PE NoIN39 III USA Inc. FL Cad 0634 6904 Parke East Blvd. Tampa FL 33010 Date: January 27,2020 AWARNING -VercydealgnpameRvsartiNOTES ONTHISANOINCLUDED MREKREFERANCEPAGEMX7479reefODY10f5BEFOREUSE Design valid for use only with MBeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me bulltling designer must verify the applicability of design parameters and properly Incorporate this design [me the overall Additional temporary and permanent bracing MOW building design. Bracing lntllcated is to prevent buckling of individual I web and/or chord members only. Is always required for stability, and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fobdcaeon, storage, delivery, erection and bracing of trusses antl truss systems. seeANSURII Quality C111640. D9649 and BCSI Buldi Component Safety Informational from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22914. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type OIy Ply 2045246-SYNERGY-DYER P05 Monopitch 1 1 Jab Reference(optional)T19249749 Builders First Source, Plant City, FL- 32566, 8.240 s Dec 6 2019 MITek Industries, Inc. Man Jan'211 b:44:4b ZU2U Page 1 ID:gll8wLVNi6YkTr7fiBJehFyw6EN-SoclupOXOsBW BFsArhl y00DBHLH)zE9vCoOB2gzr60m 2d-0 8-6-0 2-1.0 i 6-5-0 5.00 12 5.6 = 6xB Scale = 1:39.1 = 2x4 5 6x6 = 3x8 = 46 = 7 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.14 4-5 >728 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.27 4-5 >370 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.23 Horz(CT) -0.15 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 68 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP I *Except* 1-5: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=372/0-8-0, 7=326/0-1-8 Max Hom 5=46(LC 12) Max Uplift 5=-106(LC 9), 7=-156(LC 9) Max Gray 5=384(LC 2), 7=326(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOTCHORD 4-5=-272/107 WEBS 2-4=-82/277, 2-5=-293/487, 3-7- 340/597 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 old pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-4 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; MW FRS (envelope) and C-C Corner(3) 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 10.01 bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0pst 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. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beading plate atjoint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (jt=lb) 5=106, 7=156. Walter P. Finn PE Na.Y213S MITek USA, Inc. FL Ced1634 6904 Parke East Blvd. Tampa FL 33910 Date: January 27,2020 AWARNING- Verily design➢aremeteisand READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF74T3ree. ItlMMaIS BEFORE USE. Design valid for use only with MITeklk connectors, This design Is based only upon parameters shown, end Is for an Individual building component, not a truss system. Before use, the bulltling designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Additional temporary and permanent bracing 6sA MiTeke building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the East fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrPll Quality CMAdo. poll and BCSI Building Component Ski Informatio avollobie from Truss Plate Institute, 218 N. Lee Sheaf, Suite 312. Alexandria, VA 22314, 6904 Parke Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply T79249750 2s045246-SYNERGY-DYER P06 Monopltch 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Dec 5 2019 MI I eK MaUstrles, Inc. Mon Jan 2/ lb:44:45 ZUZU Page 1 ID:gltBwLVNi6YkMfiBJ8hFyw6EN-Z_9g6909nAJNpCQMOOYByemOUla3iID20Slkb6zr6QI 0-3-0 4-0-4 8-6.0 0- -0 3 4 4-5.12 2.4 II 3x4 = 6x8 = 1 2 8 3 7 4.6 = 5 9 10 4 6x8 = 3x8 = Scale = 1:51.7 LOADING (lost) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.22 4-5 >460 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Verl(CT) -0.36 4-5 >273 180 BCLL 0.0 ' Rep Stress (nor YES WB 0.12 Horz(CT) -0.11 7 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 79 lb 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 1-5: 2x4 SP No.2 WEBS OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 5=372JMechanical, 7=326/0-1-8 Max Uplift 5=-154(LC 8), 7=-135(LC 8) Max Grav 5=392(LC 2), 7=344(LC 2) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 4-6=-278/263, 3-6=-278/263 WEBS 2-5=-210/394, 2-4=-168/346, 3-7=-360/432 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-5, 2-5, 2-4 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0ps1; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 7-10-12 zone; cantilever left and right exposed ;C-C for members and foxes 8 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 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. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=11b) 5=164, 7=135. Waller P. Finn PE No.22636 M7ekUSA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 QwAHNWG- veUlydssignpsrsmefersend HEAD NOTES ON Ta119 AND INCLUDED AUFEKREFERANCEPAGEA 7473mv. 101132015eEFONEUSE Designvalid for use only with MIIek® connectors. This desgn Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, Me budding designer must verily me opplicobll6y of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury ontl property damage. For general guidance regording the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quality CMsda, DSB469 and BCSI BuldS1D Component 69N Parke East elvd. Safety Informationavoliobie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Gty PIY T79249751 2�45246-SYNERGY-DYER P07 Monopitch 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, dw read s Dec o an a Mi I art Industries, Inc.I c. nn Jan 2, 15:44:4d 2d, 'e` , ID:gll8wLVNi6YkTT7fi BJBhFyw6EN-Z-9g69O9nAJNpOOMOOYByemRtlbOijD2OSlkb6zr6O1 3-10.99 8-2.9 340.4-04 2x4 II 3x4 = 6z8 = 7 4x6 = 9 10 4 5 6xB = 3x6 = Scale = 1:46.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) Vdetl Urd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(L-) -0.17 4-5 >556 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.30 4-5 >318 180 BCLL 0.0 Rep Stress lncr YES WB 0.12 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 711b 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 2x6 SP No.2 WEBS REACTIONS. (Ib/size) 5=356/Mechanical, 7=316/0-3-0 Max Uplift 5=-148(LC 8), 7=-131(LC 8) Max Grav 5=370(LC 2), 7=328(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-281/252, 3-6=-281/252 WEBS 2-5=-203/394,2-4=-168/353, 3-7=-364/456 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-5, 2-4 NOTES- 1) 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; MW FRS (envelope) and C-C Corner(3) 0-1-12 to 6-1-12, Exterior(2) 6-1-12 to 7-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60plate 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, with BCDL= 10.Opsf. 5) Refer to girders) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPi 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 5=148, 7=131. Walter P. Finn PE No.22839 MiTek USA, Inc.FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 27,2020 Q WARNING. sacry dee/g0parametersend READ NOTES ON TN/SAND INCLUDED MITEKREFERANCE PAGE M474M rev. 10,0342015BEFOREUSE. Wit valid for use only with M6eM connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not o truss system. Before use. the building designer must verity the applicability of tleslgn parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability end 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, seeANSUTP11 Quality Cmrado. D86419 and BCSI Building Component 6904 Parke East Blvd. Safety Mronnalbmvallable from Truss Plate Institute. 218 N. We Street. Suite 312, Alexondrla, VA 22314. Tampa, FL 33610 Job Truss TrussType Oh Ply T19249752 2,045246-SYNERGY-DYER V01 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566. 2x4 5 2x4 II 8.240 s Dec 6 2019 MiTek Industries, Inc. Mon Jan 2715:44:47 2020 Page 1 ID:gllSwLVNi6YkTT7fiBJBhFyw6EN-1 Aj2JUPnYURERY7Zy63OVrJh293kRAnBNIVH7Zzr6Ok 4x6 = 2x4 Swig=1:11.8 3-0.6 3-0.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Vtl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Ven(LL) nia - nra 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Ved(CT) n/a - nra 999 BCLL 0.0 ' Rep Stress ]nor YES WB 0.10 Hom(CT) 0.00 3 Ilia Tire BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=10316-0-13, 3=103/6-0-13, 4=209/6-0-13 Max Horz 1=-20(LC 17) Max Uplift 1=-49(LC 12), 3=-52(LC 13), 4=-47(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2A=-151/329 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling 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=4.2pst BCDL=S.Opsf; h=15tt; Cat. II; Exis C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 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) 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) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 Go. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.3 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at Joint(s) 1, 3, 4. Walter P. Finn PE No22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 27,2020 QWARNING. Verify design parnmetensand READ NOTES ON THIS AND INCLUDED MIFENREFERANCE PAGE MIF7473mv. 101131MIS BEFORE USE. Design volid for use only with Mnek® connectors. This design Is based only upon parametersshown, and Is for an Individual bulltling component, not a truss system. Before use, the building designer must verify the applicobllity of design parameters and properly Incorporate this design Into the overall building deign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Ina fabrication, storage, delivery, erection and biocing of musses and muss systems, seeANSUIPII Quality CMorlo, D55-59 and SCSI Building Component Sa ify Informafbravailobie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 6904 Pade East Bind. Tampa, FL 33610 Job Thus Truss Type OTy Ply T79249753 22j145246-SYNERGY-DYER V03 Valley 1 1 Job Reference optional) tiunoars -mat 6ource, Front sty, 1-1.-32566, 6.24D s use 5 2U19 MN eK maustnes, Inc. Mon Jan 2715:44:48 2020 rage 1 ID:gll8wLVNi6YkTT7fiBJ8hFyw6EN-VNHRXgQQJnZ52ial Wpafl 3ruRYOgAeYLumEd7zr60j 5.00 FIT 2.4 i 3x6 = 2x4 Ell Scale =1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ved(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber 1.25 BC 0.16 Vert(CT) file - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.0o Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: ll lb FT=20% LUMBER- BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 1=125/4-2-13, 3=125/4-2-13 Max Horz 1=12(LC 16) Max Uplift 1=43(LC 12). 3=-43(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-141/308, 2-3=-141/308 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=1 Sit; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and fight exposed ;C-C for membersand 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) Gable requires continuous bottom chard bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MRek USA, Inc. FL Cod 0634 69114 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 A WARNING Verify design paramefersand READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGE MA-7473mv. UsaV2015 BEFORE USE. Design valid for use only with Mreltina 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 applicclarty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to budding lndlvWuol truss members only. Addmonal temporary and bidding Welk' prevent of web and/or chord peanonenf is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance recording Me fdbricdtton storage, delivery, erection and bracing of trusses and truss systems. sseANSVIPH Quality Cmbide. DSB49 and SCSI b uld11p Component 69M Parke East Blvd. Safety tdomeatbrlovallabie from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33010 Job Truss Truss Type Of Ply T19249754 2Q45246-SYNERGY-DYER VO4 Valley 1 1 Job Reference (optional) nuuoers rusr bource, roam ld1y, rL- JZJoo, c b LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 11 2x4 4 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017)"P12014 5.00 F12 4 ID:qll8wLVNi6YkTT7fiBJ8hFyw6EN-VNHRXgOOJnZ521alW pafl 3ruHYP9ABYLumEd7zr6Dj 3x6 = Scale =1:6.4 2x4 3 a b CSI. DEFL. in (loc) Bdefl LJd PLATES GRIP TC 0.07 Ven(LL) n/a - n/a 999 MT20 2441190 BC 0.08 Ven(CT) n/a - n1a 999 WB 0.00 Horz(CT) -0.00 3 We n/a Matrix-P Weight; .8111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=87/3A-3, 3=87/3-4-3 Max Horz 1=-8(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. 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 Comer(3) 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) 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 20.0psf 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 1001b uplift at joint(s) 1, 3. Walter P. Finn PE Nb12638 MITek USA, Inc. FL Can I 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 O WARNING -VerilyEealyn paramdersaad HEAD NOTES ON THIS AND INCLUDED MREKNEFEBANCEPAGEM14T4n3 - 1N0.'UP015BEFOBE USE. ��- Design valid for use only with Mirada connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity Me 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 ody, 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, seeANSigPll Guall Cleland. OS649 and SCSI Building Component 6904 Parke East Blvd, Safety Infarmallonavallabie from Truss Plots Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 2231A Tampa, FL 33610 Job Truss Truss Type Of Ply T19249755 2045246-SYNERGY-DYER V05 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 0.240 s Dec 6 2019 MITek Industries, Inc. Mon Jan 27 15:44:49 2UZU Page 1 ID:gilBwLVNi6YkTT7fiBJBhFyw6EN-zZrpkAR245hygs9x4X5uaG07wykHv2aU60_OBRzr60i 2x4 i 2x4 II 2x4 = Scale=1:16.5 3-11-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vireo Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.21 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=124/6-2-14, 4=41/6-2-14, 5=320/6-2-14 Max Horz 1=126(LC 12) Max Uplift 1=-12(LC 12), 4=-22(LC 12), 5=-167(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-320/100 WEBS 2-5-282/695 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 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; MWFRS (envelope) and C-C Comer(3) 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 2) Gable requires continuous bottom chord bearing. 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 20.0psf 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) 4 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 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=167. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6SU 6904 Parke East Blvd. Tampa FL 33610 Data: January 27,2020 AW"PING-Verily design parameters and READ MOMS ON MIS MD INCLUDED NrIEKREFERANCEPACE MP74Mnex,1ND32015BEFORE USE Design volld for use only with Mifek® connectors. This design is based only upon parameters shown. and Is for an IndMdual budding component. not a buss system. Before use, Me budding doVgner must verify the applicability of design porometers and properly incorporate this design Into the overall bullding design, �I,I Bracing Indicated Is to prevent buckling of lndivaual hue web and/or chord members only, Additional temporary end permanent bracing B iTek' Is always reculred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Quality Cdfedo, DSB-89 and SCSI Building Component 6904 Parke Ent Blvd. Safety In/ormnf orsavallable from Truss Plate Inultute, 218 N. Lee Sheet, Suite 312, Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T19249756 ZDA246-SYNERGY-DYER VO6 Valley 1 1 Jab Reference o tonal Builders First Source, Plant City, FL-32566, 8.240 s Dec 6 2019 MITek Industries, Inc. Mon Jan 27 15:44A9 2020 Page 1 ID:gllSwLVNi6YkTT7fiBJBhFyw6EN-zZrpkAR245hygs9x4X5uaGOy4y14v5oU6O OBRzr6Oi 2x4 i 2x4 = Scale=1:11.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) WallUd PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.51 Ved(LL) Na - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=153/4-2-14, 3=153/4-2-14 Max Horz 1=79(LC 12) Max Uplift 1=-47(LC 12), 3=-80(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-138/341 Structural wood sheathing directly applied or 4-3-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 last 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) 3 considers parallel to grain value using ANSViPI i angle to grain formula. Buildingdesigner should verily capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 27,2020 Job Truss Truss Type Oty Ply T79249757 2945246-SYNERGY-DYER V07 Valley 1 1 Job Reference (optional) Builders First Source, Plant 011y, FL-32566, 2x4 4 mz4u s uec b Lma mi eK muusmes, mc. mon dan zr m:44:0v mGo rage i ID:gll8wLVN16YkTT7fiBJ8hFyw6EN-RIPBxWRgrPpolOk7dEc77UzEOM6EeY1eL4jxkuzr6Oh LOADING (psf) SPACING- 2-" CS'. DEF. in (loc) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Ven(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=69/2-2-14, 2=54/2-2-14, 3=15/2-2-14 Max Horz 1=36(LC 12) Max Uplift 1=21(LC 12), 2=-44(LC 12) Max Gmv 1=69(LC 1), 2=54(LC 1), 3=31(LC 3) FORCES. (Ib) - Mac CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.5 PLATES GRIP MT20 2441190 Weight: 6 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psC BCDL=S.Opst h=15ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the. bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 100 lb uplift at joint(s) 1, 2. Walter P. nnn PE No72639 MTek USA, Inc. FL Carl 6634 69MParke East Blvd, Tampa FL 33610 Data: January 27,2020 Symbols PLATE LOCATION AND ORIENTATION -11 13 74 Center plate on joint unless x y offsets are indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-lile For 4 x 2 orientation, locate plates 0-1a9' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek40/20 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 Indicated by symbolshown and/or brain by text inthe-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/TPII : 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 6-48 I I dimensions shown t fitscale) sixteenths (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. 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 ANSIfrPI 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. diagonal or X-bracing, is always required. See BCSI. 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/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord w'rfh 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, sae, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling 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 on 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/TPI 1 Quality Criteria.