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RE: M11455 MiTek USA, Inc. THE COTTAGE 6904 Parke East Blvd. Tampa, Fl- 33610.4115 Site Information: Customer: WYNNE DEVELOPMENT Project Name: M11455 Lot/Block: Model: Address: UNKNOWN Subdivision: City: ST LUCIE COUNTY State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18622009 a 11/11/2019 2 T18622010 al 11/11/2019 3 T18622011 a2 11/11/2019 4 T18622012 a3 11/11/201 5 T18622013 ata 11/11/20f 6 T18622014 atb 11/11/2019 7 T18622015 b 1-1/11/2019 8 T18622016 bl 11/11/2019 9 T18622017 b2 11/11/2019 10 T18622018 b3 11/11/2019 11 T18622019 gra 11/11/2019 12 T18622020 grb 11/11/2019 13 T18622021 jl 11/11/2019 14 T18622022 i3 11/11/2019 15 T18622023 j5 11/11/2019 16 T18622024 i7 11/11/2019 17 T18622025 i7p 11/11/2019 18 T18622026 kj7 11/11/2019 LE C®PY REVIDE CC) ED FOR ppMPL AHC S-r. LU IE C lJN r BOCC The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed In the lurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to Welk. Any prolect specific information included is for MTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MTek has not Independently verified the applicability of the design -�, parameters or the designs for anyparticular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. IofI Thomas A. Alban PE No.39380 Mlfek USA, Inc. FLcert 6634 69M Parke East Blvd. Tampa FL 33610 November 11, 2019 note Albani, Thomas Job Truss Truss Type Ply T18622009 M11455 A Roof Special �Oty 7 �THECOTTAGE 1 Job Reference o tional Gnam lers I russ, inc., ran rlerce, rL o.ucu s w m cu m nu r en a,uuan,cs, 11.1. ,aun i— , , o,.w.,. w,. 3, Scale =1:60.3 4.00 FIT 5x6 = 2x3 II 6 14 13 6x9 3x5 = 3x4 = 5x8 MT18HS = 3x12 z.ao 1z 35-0-091 to-t.nSs2 -- 0 �IW I� Plate Offsets(XY)-- 12:0-1-2Edge] [4.0-3-003-01 [7:0-4-120-3-01 [9:0-1-15Edne] rl3.0-1-120-2-81 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) -0.59 11 >711 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ved(CT) -1.08 11 >388 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.38 9 Na No BCDL 10.0 Code FBC2017ITPI2014 Matdx-MS Wind(LL) 0.80 11 >522 240 Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Ho¢ 2=179(LC 11) Max Uplift 2=-825(LC 12), 9=-825(LC 12) BRACING - TOP CHORD Structural woad sheathing directly applied or 2-2-1 ac pudins. - BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 2 Rows at 113 pts 7-12 FORCES. (Ib) -Max CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 23=3241/2130, 3-4=-3030/2042, 4-5=-2295/1599, 5-6=-2218/1620, 6-7=-2308/1622, 7-8=-5432/3544, 8-9=-5684/3648 BOT CHORD 2.14=-1885/3038, 13-14=-1708/2834, 12-13=-1240/2181, 11-12= 3315/5376,. 9-11=-3386/5407 WEBS 4-14=-261/511, 4-13=-885/601, 7-11- 1114/1991, 3-14=-345/323, 6.12=-604/1026, 7-12=-3412/2219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35h; eave=5f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0. Intedor(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0. Intedor(1) 21-0-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1'.60 3) All plates are MT20 plates unless otherwise. indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at jolnt(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grainformula. Building designer should verify capacity of bearing surface. 7) Prentice mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 2=825, 9=825. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cad $634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 •�wANNING-Verne, des/gn Pa/aatarsaadREAD NOTES ON MIS ANDINCLUDED MITEKNEFEBANCE PA GE MX74nre1 IMU1*01SBEFOeE USE Design void for use only with MOekS connectors. Mils design Is based only upon parameters shown, and Is for an IndNidudl building component, not �■ ■■ a muss system. Before use, the bulls hg designer must vehfy the appllcabalty, of design parameters and properly incorporate me design Into the overall budding design. Bracing Indicated is to buckling of individual hues web and/or chord members only. Additional temporary and permanent bracing MOW prevent a alwaysrequitedforstobaltyandtopreventcollapsewithpossiblepersonallnluryandpropertydamage. For general guidance regarding the fobAcation, storage, delivery, erection and brocing of tomes and tr u; systems, seeANSI/TPII Quell ys CMaIW, DSB99 and BCSI Building Component 69M Parke East 8W. Safety Inlosma to ovailable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T78622010 M11455 Al Hip 2 1 �THECOTTAGE Job Reference o lanai Chambers Truss, Inc., Fort Pierce, FL - - - 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:15 2019 Page 1 ID:AXCVr6ubfdeoJSzjGdyW PDyLFMw-XmAV_vyoRlogZdoiBRWvI00H7VveZAk75KYbyKK71 x &11.1 n 1]-02g2q 1e-1s I 1sU 2&-o&2 I61 1t-aa era &14 I as 3580 a6aa aan4 1ua 1." Scala-1:62.3 5x8 MT18HS = 4.00 I2 n 0t2 19 14 13 6x8 = 3x5 = 3x4 = 5xB = 3A2 z.00 1z 8-1-14 &11-1 I5M 17P 11B-�0.0 24.11-0 25-0-12 35. 0 B-1-14 I 1.9.3 I s-6-15 1 1-8-0 o G11-0 0- 12 9-114 Plate Offsets (XY)- [2.0-1-2 Ednel [4:0-3-00-3-01 [7:0-3-0 Edge] [9:0-1-15 Edgel [l3'0-2-4 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) -0.60 11 >701 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.10 11 >382 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress met YES WB 0.99 Hoa(CT) 0.39 9 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.82 11 >515 240 Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 2 Rows at 1/3 pis 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Hoa 2=d 77(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. fib) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-3240/2183, 3-4=-3025/2104, 4-5=-2311/1658, 5-6=-2225/1676, 6-7=2322/1684, 7-8=-5442/3689,8-9=-5685/3760 BOT CHORD 2-14=-1952/3038, 13-14=-1766/2833, 12-13=1298/2195,11-12=-3502/5450, 9-11=-3493/5408 WEBS 4-14=-261/512,4-13=-867/611, 7.12=-3462/2358, 3-14=-359/334, 6-12=-593/978, 7-11=-1144/2008 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ff; eave=511; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-6-0,Exterior(2) 17-6-0 to 22-5-6, Interior(1) 22-5-6 to 36-0-0 zone;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL--1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This Mass 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity .capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=1b) 2=825, 9=825. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 •p WABNWG-Vedry,feelgnpemmefemmdRr NOMS ON WZANDWCLUDEDMGKSEFE NCEPAGEM674 me 1G03Ae1SBEFOSE USE Design volld for use only with M6ekO connectors. This design is based only upon parameters shown, and is for on lndlAdual bustling component, not �r a Muss system. Before use, the building designer must verity me applicability, of tleslgn parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to budding individual Muss web members only. Additional temporary and bracing ■■ WOW prevent of and/or chord permanent a always requited for stablllry and 4o prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Palle East Blvd. fabrication. storage, delhrery. erection and bracing of masses and truss systems, seeANSWIT Cuoltly Cmeda, OS549 and BCSI Building Component Tampa, FL 33610 Safety mformatbmvolloble from Truss Plate immure, 218 N. We Street Suite 312 Alexandre, VA 22314. Job Truss Truss Type Cry Ply THE COTTAGE T78622011 M11455 A2 Hip 1 1 Joh Reference (optional) Chambers Truss, Inc., Fort Pierce, FL - ri-0-p 7-7-2 4xB = 4.00 r12 4 B.32U 3 Cat z9 2U19 MI I ea mdusures. Inc. Mon NOV 11 U/.Ge:l L BUl B raae 1 2x3 11 axe = 25 26 5 27 28 6, Scale = 1:60.5 N N to 16 15 14 13 12 11 10 3x6 = 2x3 11 4x6 = 3xB = all = 2x311 3x6 = 3x4 = 4x6 = 7-7.2. 11.0-0 17.6-0 24.0.0 1 27-4d4 35.0.0 I I acn � e-a-n ve-14 I zv.o Plate Offsets KY)- 12:0-0-2 Edael [4:0-5-4 0-2-01 [6:0-5-4 0-2-0] [8:0-0-2 Edgel LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) li Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.26 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.49 12-13 >857 240 BCLL 0.0 ' Rep Stress Incr YES We 0.46 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wind(LL) 0.37 13 >999 240 Weight: 1641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or3-5-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ildsize) 2=1349/0.8-0,.8=1349/0-8-0 Max Horz 2=,117(LC 10) Max Uplift 2=-825(LC 12),.8=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3306/2465, 3-4=-2825/2179, 4-5=3132/2434, 5-6=-3132/2434, 6-7=-2825/2179, 7-8=-3306/2465 BOT CHORD 2-16=-2226/3099, 14-16=-2226/3099, 13-14=-1826/2656, 12-13=-1834/2656, 10-12=-2234/3099,8-10=-2234/3099 WEBS 3-14=-569/506, 4-14=-263/411, 4-13=-451/683, 5-13=-405/454, 6-13=-451/683, 6-12=-263/411, 7-12=-569/506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCOL=3.Opsh A=15fC B=45ft; L=351t; eave=5lq Cat. 11; Exp C; Encl., GCpi=OAB; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 11-0-0, Extedor(2) 11-0-0 to 15-11-6. Intedor(l) 15-11-6 to 24-0-0, Extedor(2) 24-0-0 to 28-11-6. Interior(l) 28-11-6 to 36-0-0 zone;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 fora 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for alive 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 joints) except Qt=lb) 2=825, 8=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 11,2019 •A WABNWO-Ve4f deslgn,4r lenand NEADNOTES ON TNISANDINCLUDEDMREKBEFEBANCEPAGEM474M.re.. 10,15342015BEFOBE USE. Design valid for use only with MOek(D connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a tauss system. Before use, the bunding 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 IndMiduol truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of muses and truss systems, seeANSU1Pll CuoQ1y Cdtoda, DSBAp and SCSI Building Component 6904 Parka East Blvd. solely Infarmatbmrvoiloble from Truss Nate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Cry Ply THE COTTAGE T78622012 M11455 A3 Hip 1 1 Jab Reference (optional) russ, ine., 'err rroran, r� 08 = 4.00 F12 2x3 \\ 4 d.deu s um ea euru mr rex mausmes, Inc. Imon Nov n ureaad zulu regal 'ID:AXCVr6ubfdeoJ5ziCdyWPDyLFMw-yUZ2pXloFjpKfHHCTrkBBYvryHV6166Yc05K_9wyKK7F 20-3-7. 26-0-0 28-1-2 35.0.0 _ 36.0.0 5-6-13 5-8.9 2-1-2 6-10-14 -0-0 Scale = 1:60.3 2.3 II 4x6 = 3x4 = 4xB = 2x3 26 5 6 7 27 B 9 17 76 15 14 13 12 3x6 = 4.6 = 3x8 = 3x4 = 3x4 = US = 3x4 = 4x6 = I &0-0 14.8-9 20.3-7 i 26-0-0 35-0-0 Plate Offsets (X,Y)-- r2:0-0-2,Edge1. r4:0-5-4,0-2-01 16:0-3-0 Edge] r8:0-540-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.62 14-15 >682 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.53 Horz(CT) 0.14 10 n/a file BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.4614-15 >910 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30. - - TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7>3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Hom 2=97(LC 11) Max Uplift 2=-825(LC 12), 10=-825(LC 12) - FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3318/2529, 34=-3076/2343, 4-5=-3677/2800, 5-7=-3677/2800, 7-8=-3678/2802, 8-9=.3076/2343, 9-10=-3318/2529 BOT CHORD 2-17=-2291/3118, 15-17=-2004/2903, 14-15=-2567/3678, 12-14=-2012/2902, 10-12= 2299/3118 WEBS 3-17= 332/418, 4-17=-269/424, 4-15=-702/983, 5-15=-320/368, 7-14=-363/368, 8-14=-705/984, 8-12=-269/424, 9-12=-332/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsp h=15f ; B=45f ; L=35$ eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Extedor(2) 9-0-0 to 13-11-6, Interior(1) 13-11-6 to 26-0-0. Exterior(2) 26-0-0 to 30-11-6, Intedor(1) 30-11-6 to 36-0-0 zone;C-Gfor members and farces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0losf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=825, 10=825. Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 `Q WABNWG- Vedfydaegnpammerersend BEAD NOTES ON THISANO INCLUOEOMMR(RFEBANCEPAGEM674TJrev. 101112015BEFOBE USE. Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not ��- a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overcli bustling design. Bracing Indicated Is to prevent buckling of individual fuss web antl/ar chord members only.. Additional temporary and permanent bracing MiTek' IS always requlred for stablity, and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication storage, call erection antl bracing of trusses and truss systems, seeANS91P11 CualBy Cdterl DSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Informalbnovalobie from Truss Plate Iruftute. 218 N. Lee Street Suite 312, Alexandre, VA 22314. Tampa, FL 33610 Job Truss Thus Type Ply THE COTTAGE T78622013 M11455 ATA ATTIC �Qty 1 1 Jab Reference (optional) unamoers I rugs, Inc., ton tierce, l-L e.3zu a uct za zula mi iex mausmes, Inc. man Nov II ui:zaae zuru rage 1 ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-Dg7DOs1001 xA1RsO1 YFNN579uUfra6193XhMyKK7E x 15-00 V2 1.0-0 r1-00 6.545 12-11-13 131r12 230-0 21-104 2&&1 35.0.0 36-0.Q I. 8-5-15 4�15 5-0.0 1.10-4 N a614 8-5-15 1-0-0 1-t0.4 0.1-15 Scale= 1:61.8 4.00 12 3x5 4 5 6 3x6 = 3x5 C 7 8 2 n b 18 1615 13 3" I Sx6 3x4 = 3x4 = 5x6 = 3x4 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.33 15-16 >999. 360 MT20 244/190 TCDL 7.0 'Lumber DOL 1.25 BC 0.48 Ved(CT) -0.5815-16 >726 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.11 11 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.2715-16 >999 240 Weight: 186 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30. - TOP CHORD Structural wood sheathing directly applied or3-0-15 oc pudins. - - BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or7-5-13 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 2 Rows at 113 pts 5-8 5-8: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1511/0-8-0, 11=1511/0-8-0 Max Horz 2=155(LC 11) Max Uplift 2=-698(LC 12), 11=-698(LC 12) Max Gmv 2=1634(LC 18), 11=1634(LC 19) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-0294/2007.4-5=-3767/1591. 5-6=-961/565, 6-7=-910/561, 7-8=-961/565, 8-9=-3767/1591, 9-11=-4292/2008 BOT CHORD 2-18=-1778/4135, 16-18=-1778/4135,.15-16- 1223/3526, 13-15_ 1787/4017, 11-13=-1787/4017 WEBS 4-18=-98/330,4-16=-917/657, 5-16=246/804, 5-8=-2670/1014,8-15=-246/804, 9-15=-917/657, 9-13=98/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.0psf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intenor(1) 2-6-0 to 15-0-0. Exterior(2) 15-0-0 to 24-11-6, Interior(1) 24-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psQ on member(s). 5-8. 8) Bottom chord live load (40.0 psQ and additional bottom chord dead load (5.0 psQ applied only to room. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=698, 11=698. 10)ATTI,C.SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Albans PE No.39390 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 -Q WARNING -Verity design Parametersand READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMlFTin reV. 16471/1015BEFOREUSE valld for use only with MRea connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not Nil' a truss system. Before use, me building designer must verity the appllcobiliry of design parameters and property incorporate this design Into the overall building design. Bracing indicated 6 to bucNing of indMtlual fuss web and/or chord membemoNy.: Additional temporary and permanent brocIng MiTek- prevent Is always required for stability and to prevent collapse with possible pawnor Injury antl property damage. For general guidance regarding the fabrication,storage,delivery, erection and bracing of husses and truss systems SO0ANSVIPIIQuality Cmeda,DSB-0y and SCSI Bunding Component 6904 Parke East Blvd, Safety Infomlallorlwallable from Truss Plate Incurs, 218 N. Lee sheet Sulte 312. Aiexandrto. VA 22314. _ Tampa, FL 33610 Job Truss Truss Type Oty Ply THECOTTAGE r1Bs2201a 1411465 ATB ATTIC 1 1 _ Job Reference o llonal Chambers Truss, Inc., Fort Pierce, FL 7-6-0 8.320 s Oct 29 2019 MTek Industries, Inc. Mon Nov 11 07:29:21 2019 Page 1 ID:AXCVr6ubfdeoJSziCdyWPDyLFMw-M3FARY3gXeBuWIOn9zismAYS6i95JUN272YeIFyKK7C 200 6-36-0.0 5.000 2611 d 68.555 I I I 5 -5-0.0 Scale = 1:60.7 6x3 = 6x8 = 4.00 FIT 4 21 22 23 24 25 26 5 14 12 11 '" 9 3x4 II Sx6 3x4 = 3x4 = 5x6 = 30 II 8-5-15 13-0.0_ 220-0. 2fi-6-1 35-0-0 UNA a6-1 9-0.0 - a6-1 8-5-15 Plate Offsets (X,Y)-- f2:0-5-2,0-1-101. 14:0-3-8,0-2-31, f5:0-0-8,0-2s1, (7:0-5-2,0-1-101 LOADING (pat) SPACING- 2-0.0 CSI. DEFL. in (too) Udell Lid PLATES GRIP TCLL '20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) -0.3111-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.57 11-12 >743 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Harz(CT) 0.11 7 n/a da BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wmd(LL) 0.2711-12 >999 240 Weight: 1801b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'ExcepY TOP CHORD 4-5: 2x6 SP 240OF 2.0E BOT CHORD BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP ND.3 REACTIONS. (lb/size) 2=1513/0-8-0, 7=1513/0-8-0 Max Horz2=136(LC 11) Max Uplift 2=-697(LC 12), 7=-697(LC'12) Max Grav 2=164l(LC 18), 7=1641(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ifie) or less except when shown. TOP CHORD 2-3=-4303/2049, 3-4- 3800/1611, 4-5=-3601/1567, 5-0=-3800/1611, 6-7=-4302/2050 BOT CHORD 2-14=-1817/4128, 12-14=-1817/4128, 11-12=-1255/3598, 9-11=-1826/4024, 7-9=-1826/4024 WEBS 3-14=-84/310,3-12=-826/673, 6-9=-84/310, 5-11=-216(772,4-12= 216/772, 6-11=-826/673 Structural wood sheathing directly applied or 3-0-4 oc puffins. - - Rigid ceiling directly applied or 7-4-12 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh, h=15h; B=45h; L=35ft; eave=5ft; Cat. II; Exit C; Encl., GCpi=0:18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-8-0. Interior(1) 2-6-0 to 13-", Exlerior(2) 13-0-0 to 17-11-6, Interior(1) 17-11-6 to 22-0-0, Exterlor(2) 22-0-0 to 26-11-6, Interior(1) 26-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. - 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This Imes 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) Ceiling dead load (5.0 psf) on member(s). 4-5 8) Bottom chord live load (40.0 pat) and additional bottom chord dead load (5.0 pso applied onlyto room. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 2=697, 7=697. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Albani PE No.3938D MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 •A WARNING-VeNlydesign paramefers antl READ NOTES ON TNISAND WCLUDED MimsKREFERANCEPAGEms,74n,ay. lelca2alSBEFOREUSE. Design valid for use only wlth Mneldl) connectors. fits design Is based only upon parameters shown, and Is for on Individual building component, not a truca system. Before use, the building designer must verity the applicability of deslgn parameters and properly Incorporate this design Into fie overall buildingdeslgn.&acing Indicated Is to prevent bucking of lndNldual buss web and/or chord members only. Addinonal temporary and permonent bracing MTek' Is always required for stability and to prevent collapse with posy bie personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system% soeANSairpil Quail Cdtoda, DSO-89 and SCSI Building Componant Safety Infobnalbrnvaaabie from Truss Plate Instrute, 218 N. Lee Street, Suite 312-Alexandria, VA 22314. - 6904 Pa*e East Blvd. Tampa, FL 3361D Jab Truss - Ory Ply THECOTTAGE T78622015 M11455 I B �Truss`rype Hip 1 1 Job Reference (optional) t;namoers I was, Inc., Pon Pierce, M - o..0 8-1-4 9-11-1 15-0-0 15.6r -0 6-1-4 F N. 50.15 0.8=( 4.00 12 5x8 = 67 2.3 \\ 3x4 46 5 3 4 24 2 JJ1 of 3x5 = 17 16 3x4 = 502 = 4xe = 8 15 3,06 = 2.00 FIT a vu.e lu. .v,, ex mvv>a,eo,,,,,:.,.,U„,.,, <,,,� 2x3 i ENS 9 5x8 MT18HS 10 11 14 7x8 MT18HS = B-1-4 9-11-1 15-6-0 20-0-0 2411-0 25-p-12 35.0.0 25 Scale=1:62.3 axle = Plate Offsets(XY)- 12:0-1-2Edael f3:0-3-0Edael r6.0-5-120-2-121 I6:0-0-00-1-121 r7.0-1-120-0-01 fB:0-5-40-2-01 f11.0-4-0Edge1 f12:0-1-15Edoel LOADING (psf) SPACING- 2-M CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ven(LL) -0.54 14 >784 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.94 Ved(CT) -0.98 14 >429 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) 0.36 12 n/a rda BCDL 10.0 Code FBC2017fTPI2014 Matdx-MS Wind(L-) 0.74 14 >570 240 Weight: 164 lb FT.=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 - TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 2=1349/0-8-0, 12=1349/0-8-0 Max Horz 2=155(LC 11) Max Uplift 2=-825(LC 12), 12=-825(LC 12) FORCES. (to),- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-3239/2355, 4-5=-3010/2262, 5-6=-2338/1838, 6-7=-2192/1812, 7-8=-220511818, 8-9=2754/2106,9-10=-5383/3914,10-12_ 5697/4073 BOT CHORD 2-17— 2119/3038, 16-17=-1925/2802, 15-16=-1758/2665, 14-15=-3567/5158, 12-14=-3794/5420 WEBS 8-15=-643/1022,9-14=-1284/2004,10-14=-335/317,7-16=-263/463, 9-15=-2822/2043, 5-16=-719/552, 5-17=-28B/536,4-17=-411/382, 8-16=-697/471 Structural wood sheathing directly applied or 2-4-1 oc pur ins. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at 111 9-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.OpsY h=15ft; B=45ft; L=35ft; eave=5ff; Cat. 11; Exp C; Encl., GCpi=0.18; MI (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 15-0-0, Exterior(2) 15-M to 24-11-0, Interior(1) 24-11-0 to 36-0-0 zone;C-C for members and forces & MI 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 fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at=1b) 2=825, 12=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 'Q WARNING -VmVydesf9npammerersand READNOTES ON THISAND INCLUDED MMEKNE17EHANCEPAGEM67473re1 10032VISBEPOSE USE. Design volld for use only wlih MBekO connectors. This design Is based only upon parameters shown, and Is for on Individual bullding component, not a truss system. Before use, the bulldIng designer must verify the oppllcoblllfy of design parameters and properly Incorporate this design Into the overall budding design. lBrachg Indicated is to prevent bucltling of Intlivitlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding the fabd p41P ecatlon, storage, delivery, erection and bracing of nurses anuss systems. seeAN5UIP11 Quality CrI DSBand BCSI BuIlde g Component 6904 Parke East BNtl. Safety Informallarlavolloble from Truss Plate Ins111u1e, 218 N. Lee Street. Suite 312. Alexand lo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THECOTTAGE T18622016 M11455 B1 Hip �Oty 1 1 Job Reference (optional) Gnamners I mss, Inc., Fort Fierce, 1-1- 6.J2U a UM Za ZUIU MI I eK Inausines. Inc. Mon NOV 11 U/:ZV:ZJ ZU1 V 4.00 5X6 = 2x3 II 410 = 4 24 5 25 26 27 6 Scale = 1:61.3 15 14 13 3x5 = 2x3 II 3x4 = 5x8 MT18HS= 3x12 = 2.00 12 63-12 & 13-0.0 iSEO 22-0-0 24-11-025-(F12 35-0-0 c.e-ro an ao-1n o-an as-n 1 zrw an -a Plate Offsets (X Y)--: f2:0-1-6 Edgel f6:0-7-0 0-2-01 i9:0-1-15 Edgel LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 ITC 0.72 Ved(LL) -0.55 11-12 >757 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0212-13 >410 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress-lncr YES WB 0.76 Horz(CT) 0.35 9 n/a rda BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wmd(LL) 0.76 11-12 >550 240 Weight: 1601b FT=20% LUMBER - TOP CHORD 2x4 SP M30 - BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (IWsize) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-136(LC 10) Max Uplift 2=-825(LC 12). 9— 825(LC 12) ' BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purims. - BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1 Row at midpt 6-13 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3=-3313/2430, 3-4=-2689/2057, 4-5=-2521/2030, 5-6=-2517/2023, 6-7=-3409/2582, 7-8=5345/3923, 8-9=-5700/4162 - BOT CHORD 2-15=-2200/3109, 1445=-2200/3109, 13-14=-1709/2521, 12-13=-2267/3348, 11-12=-3543/5101, 9-11=-3878/5424 WEBS 4-14=-343/531, 6-13=-1030/679, 6-12— 814/1242,7-11=-1344/1986, B-11=-394/387, 7-12=-2262/1640, 3-14= 701/544 NOTES- 1) Unbalanced roof live loads have been considered for this design. '2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 25-0, Intefor(1) 2-8-0 to 13-0-0, Exterfor(2) 13-0-0to 17-11-6, Intedor(1) 17-11-6 to 22-0-0. Exterior(2).22-0-0 to 26-10-0, Intedor(1) 26-10-0 to 36-0-0 zone;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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=825, 9=825. Thomas A. Albani FE No.39380 MiTsk USA, Inc. FL Cad $634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 Job Truss Truss Type Oty Ply COTTAGET18fi22017 m11455 B2 HIP 1 1b FE Reference (optional) eeamoers i russ, me., ran Mares, M a.om s �a zn zm s rvu, s¢ meusn,es, ,nc. mm� rvw , , or.cn.cs co i a 4x8 = 4.00 F12 4 2.3 II axe =2x3 II 25 26 5 27 28 6 7 2x3 Scale = 1;6D.4 m 3x4 = 2x3 II 3,6 = 4x8 = 2x3 II 3x5 = 3x4 = Sx12 MT18HS= 7-7-2 1 11-0-0 i 77-&0 I 240.05-2-L] 35-0-0 ]a.v A-d-14 6-fi-n 6-6-0 1-2-0 9-10.0 Plate Offsets (X Y)-- f4:0-5-4 0-2-0] (6.0-5-12 0-2-01 f9:0-0-14 Edael f 11:0-6-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ven(LL) 0.47 11-22 >257 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 'BC 0.62 Vert(CT) -0.3011-22 >406 240 MT18HS 244/19D BCLL 0.0 Rep Stress lncr YES WE 0.56 Hom(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -- TOP CHORD BOT CHORD 2x4 SP M 30 'BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=941/0-8-0, 11=1427/0-8-0, 9=330/0-8-0 Max Ho¢ 2=-117(LC 10) Max Uplif12=-575(LC 12), 11=.1078(LC 12). 9=407(LC 12) Max Gmv 2=947(LC 21), 11=1427(LC 1), 9=361(LC 22) FORCES. (lb) -Max. Comp./Mac Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2065/1469, 3-4=-1560/1164, 4-5=-1250/920, 5-6=-1250/920, 6-7=-293/21 BOT CHORD 2-16=-1281/1923, 14-16=-1281/1923, 13-14=-861/1454, 12-13= 79/380, 11-12=-70/352 WEBS 3-14=-598/530, 4-14=-261/410,4-13= 244/257,5-13=-428/461, 6-13=-1151/1459, 6-12=-372/753, 7-11=-940/0, 8-11=-268/694 Structural wood sheathing directly applied or 4-7-2 oc pudins. — -- Rigid ceiling directly applied or 6-" oc bracing. 1 Row at midpt 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=1511; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 11-0-0, Extedor(2) 11-0-0 to 15-11-6, Interor(1) 15-11-6 to 244)-0, Exterior(2) 24-0-0 to 28-11-6, Intedor(1) 28-11-6 to 36-" zone; porch fight 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 buss has been designed.for a 10.0 psi bottom chord live load nonconcument with any .other .live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I I . 7) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 2=575, 11=1078, 9=407. Thomas A. Alban) PE No.39380 Wait USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 11,2019 Job Truss Truss Type Oty Ply T78622018 M11455 B3 HIP 1 �THEOOTTAGE 1 Job Reference (optional) Grambers Tmss, Inc., Fort Pierce, FL . IbO.O 6-10.13 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:25 2019 Page 1 a.00 F12 4xB 2.3 II 3x6 = 3x8 = 2x3 4 526 6 7 27 2x3 II 3x6 = 8 9 2x3 G Scale = 1:60.4 ro 3x4 = 3x6 = 3x8:= 2x3 II 5x10 = 3xB = 3x4 = 9-0-0 143-12 19-6-0 24-10.0 26.0-n 38-0.0 9.0-0 15-4-12 1 15-14 15d 0 1-2-0 940 Plate Offsets (X Y)-- [2:0-0-14 Edae7 [4:0-5-4 0-2-01 [9:0-3-0 0-2-8] r11:0-0 ,O-Ml r13:0-3-8 0.3-41 LOADING (psQ SPACING- 2-0-0 CSL DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(L-) 0.48 13-23 >252 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.32 13-23 >380 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.50 Horz(CT) 0.04 13 Na Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Weight: 16316 FT=.20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc puffins. - -- - BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-13 8-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=860/0-8-0, 13=1711/0-8-0, 11=127/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-530(LC 12), 13=-1237(LC 12). 11=-293(LC 12) Max Gmv 2=869(LC 21), 13=1711(LC 1), 11=161(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-1835/1348, 3-4=-1580/1150, 4-5=-1382/984, 5-7=-1382/984, 7-8=-636/851, 8-9= 658/876, 9-10=-672/903, 10-11=-247/672 BOT CHORD 2-17=-1173/1714, 15-17=-869/1479, 14-15=-106/635, 13-14=-106/635, 11-13=-611/320 WEBS 3-17=356/442, 4-17=-281/437, 8-13=-455/397, 5-15=-312/354,7-15=-759/899, 7-13=-1620/1109,10-13=-528/804 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=165mph (3-second gust) Vasd=128mph; TCDL--A 2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35f; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MIN FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 9-0-0,.Exterior(2) 9-0-0 to 13-11-6. Intedor(1) 13-11-6 to.26-0-0. Exteffor(2) 26-0-0to 30-11-6. Interior(l) 30.11-6 to 36-0-0zone; parch right exposed;C-C for members and fames & 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 nonconcunent with any other live loads. 5) ' This tress 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 100 Ib uplift at joint(s) except 01=11e) 2=530, 13=1237, 11=293.. Thomas A Albani PE No.39360 tdiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November11,2019 'Q WARNING -Vedty design Parameters and READ NOTES ON MIS AND INCLUDED MMEKREFERANCE PAGE MIP74M rev.. IMMO15 BEFORE USE. Design valid for use only with Mrels!) connectors. This design Is based only upon parameters shown, and Is for an IndM dual building component, not ��- a truss system. Before use, the building designer must verity the oppllwbllify 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 ddmage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 599ANSIMIJ Quo 1I8qyy Cmor is, DSB419 and SCSI Building Component 69N Parke East Blvd. Safety Informafbn vallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa. FL 33510 Job Truss Truss Type • Oty Ply T18622019 M11455 GRA Hip Girder 1 n �THECOTTAGE G Job Reference (optional) unamoers I was, Inc., ran Hierce, rL 8.32U s Uct 29EU19 Mr I ex industries. Inc. Man NOV 11 U]:2B:30 2U19 54 MTi8HS 4.00 12 5xB MT18HS = 3x4 = See MTI8HS = 3x4 = Scale=1:60.3 16 35 15 36 14 37 38 13 39 4041 42 12 43 11 44 10 4x6 = 2x3 II 5x6 WS= 4x4 = 3xs = 4x4 = 5x5 WB= 2x3 II 4x6 = 7-0-0 12-3-14 17-fi-0 ..22-&2 28.0-0 35.0.0 zn.n s_v1e s-p.9 sn.p sa.1e zan Plate Offsets(X,Y)-- [3:0-5-4,0-2-81 [5:0-4-0 0-3-01 .[7:0-5-4,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Videfl ' L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vart(LL) 1.04 12-13 ' >405 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ved(DT) -1.04 12-13 >402 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WS 0.65 Hom(CT) OAR B Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 316 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 - - BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=283310-8-0, 8=2835/0-8-0 Max Horz 2=78(LC 24) Max Uplift 2=-2199(LC 8), 8=-2255(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc puffins. - -- BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7950/6160, 3-4=-10549/8106, 4-5=-1156B/9029, 5-6=-11568/9029, 6-7=-10563/8444, 7-8=-7952/6320 BOT CHORD 2-16_ 5728/7490, 14-16=-5761/7530, 13-14=-7944/10549, 12-13=-8281/10563, 10-12=-5910/7531, 8-10=5881/7492 WEBS 3-16=-537/685,3-14=-2389/3417,4-14=-1134/1004,4-13=-1015/1162,5-13=-538/487; 6-13_ 644/1146,6-12=-945/674,7-12=-2596/3432, 7-10=481/670 NOTES- 1) 2-plytruss to be connected togetherwith 90d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4'-1 raw at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45B; L=35ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0:18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL'=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 list 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=2199, 8=2255. Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Date: November 11,2019 'Q WARNING -Veri/ycesign parameters andREAD NOTES ON THISAND/NCLUDED MITEKREFEBANCE PAGEMIP74n rev.. 10432016 BEFORE USE, Dedgn void for use only with Ml connectors. This design Is based only upon parameters shown, and Is for on Indbldual building component, not ��- a truss system. Before use, the bulltling designer must verity the appllcablllty, of design parameters and property 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- Isalways required for stabiiltyand to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricatiON storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPft Gua]MMyy Criteria, DSB439 and BCSI Building Component 69N Parke East Blvd. Safety mformaInstitute,navallable from Truss Plate Institute, 218 N. Lee $treat. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oly Ply THE COTTAGE T18622019 M11465 GRA Hip Girder 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Oct 29 2019 Mli Industries, Inc. Mon Nov 11 0729:31) 21J19 Page 2 ID:AXCVr6ubfdeoJSziCdyWPDyLFMw-bnlaKdAKOPKd57CVAMyzd3Oz7K6iwVXNByEdaDyKK73 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 137 lb down and 231 to up at 7-0-0, 116 Ib down and 171 lb up at 9-0-12, 1161b down and 171 Ib up at 11-0-12, 116 lb down and 171 Ike up at 13-0-12, 116 Ib down and 171 Ito up at 15-0-12, 116 go down and 171 lb up at 17-0-12, 116 Ito down and 171 Ib up at 17-11-4, 80 lb down and 591b up at 19-11-4, 80 lb down and 59 Ito up at 21-11-4, 116 lb down and 171 Ib up at 23-11-4, and 116 Ib down and 171 Ib up at 25-11-4, and 137 Ib down and 231 Ib up at 28-0-0 on top chord, and 4691b down and 578 Ib up at 7-0-0, 80 Ib down and 29 Ib up at 9-0-12, 80 lb down and 2916 up at 11-0-12, 80 lb down and 29 lb up at 13-0-12,.801b down and 29 lb up at 15-0-12, 80 lb down and 29 Vup. at, 17-0-12, 801b down and 29 lb. up at 17-11-4, 179111 down and 276 to up at 19-11-4. 1791b down and276 Ib up at 21-11-4, 8016 down and 29 lb up at, 23-11-4, and 80 lb down and 29 Ib up at 25-11-4, and 4691b down and 578 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9_ 54, 17-21 Concentrated Loads (Ib) Vert: 3=-116(F)7=-116(F) 16=469(F) 10=-469(F) 23=-116(F) 24=-116(F) 25=-116(F)27=-116(F) 28=-116(F) 29=-116(F) 31 32— 6(F) 33— 116(F) 34— 116(F) 35=63(F) 36= 63(F) 37=-63(F) 38=63(F) 39= 63(F) 40=-63(F) 41=-179(F) 42=-179(F) 43=-63(F) 44=-63(F) •,&WARNING-VeHrydesl9npemmefersand HEAD NOTES ON THISAND INCLUDED MITEKHEFEHANCEPAGEMIP7473fe, 10/03/2015eEFONE USE. Design valid for use only, with MaeM connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling 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 M!Tek' Is always required for sablilly, and to prevent collapse with comfole personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSl I Qua] My CrIlorb, DSB-89 and SCSI Bunding Component 6904 Parka East Blvd. Safety Informalloiro ble from Truss Plate Institute, 218 N..Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Cry Ply THECOTTAGE T78622020 M11495 GRB HIP GIRDER 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 4.00 12 6x8 = 8.320 a Um 29 2U19 MI I ex industries, Inc. Mon Nov 11 uI29:32 2u19 Vega 1 ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw.XAPLIJCeyl aKKRMuln_RiUVHx8sNOKxgeGjle6yKK71 15-11-0 20-4-0 1- 28-0-0 35-0.0 36-0-0 458 4-58 450-� 320 700 1-0- Scale =1:60.3 2x3 II 5x8 MT18HS = 3x4 = 4.6 = 5x12 = 2x3 I J6 17 "' atl a9 VU 41-91 43 9> 4x6 = 2.3 II Sx6 w0= 5x10 = 2.3 11 7i14 MT18HS = 2Kt 11 3x4 = 3x4 = LOADING (pst) SPACING- 2-0-0 CS'. DEFL. in (toc) Vita" Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.76 Vert(L-) 0.38 16 >782 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4315-16 >690 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress ]nor NO WB 0.98 Horz(CT) 0.09 13 Na r✓a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 1631b FT=20% LUMBER- :BRACING - TOP CHORD 2114 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc pur ins. BOT CHORD 2x4 SP M 30 'ROT CHORD Rigid ceiling directly applied or 4-3-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-13 4-15,7-15: 2x4 SP M 30, 8-13: 2x6 SP No.2 OTHERS 2x4SP No.3 REACTIONS. (Ile/size) 2=160210-8-0, 13=4305/0-8-0, 10= 239/0-8-0 Max Horz 2=78(LC 7) Max Uplift 2=-1201(LC 8), 13=-3423(LC 8), 10=-566(LC 25) Max Grant 2=1604(LC 17), 13=4305(LC 1), 10=212(LC 7) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4134/3062, 3-4=-4232/3012, 4-5=-3226/2172, 5-7=-3226/2172, 7-8= 2413/3408, 8-9= 2436/3435, 9-10= 732/1777 BOT CHORD 2-18=-2791/3872, 16-18= 2825/3913, 15-16=-2849/4232, 14-15=-206/680, 13-14= 206/680,12-13=-1623I722,10-12=-16681785 WEBS 3-18=-542/665,3-16=-92/505,4-15=-1145/952,5-15=-551/497,7-15=-2056/2887, 7-14=0/366,7-13=-4569/3111,8-13=-414/347,9-13=-2479/2391, 9-12=-10247780 NOTES- 1) Unbalanced roof dive loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=35h; eave=5ft; Cat. 11; Exp.C;. Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except (j1=11s) 2=1201, 13=3423, 10=566. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1371b down and 231 Ib up at 7-0-0, 116 Its down and 171 lb up at 9-0-12, 116 Its down and 171 Ib up at 11-0-12, 116 Ib down and 171 Its up at 13-0-12, 116 Its down and 171: Ib up at 15-0-12, 116 Us down and 171 Its up at 17-0-12, 116 Ib down and 171 Its up at 17-11-4, 116 lb down and 171 Ib up at 19-11-4, 1161b down and 171 Its up at 21-11-4, 1161b down and 171 lb up at 23-11-4, and 801b down and 591b up at 25-11-4, and 106 Its down and 1191b up at 28-0-0 on top chord, and 4691b down and 5781b up at 7-0-0, 80 Its down and 29 Its up at 9-0-12, 80 Ib down and 29 Its up at 11-0-12, 80 Its down and 29 Its up at 13-0-12, 80 Its down and 29 lb up at 15-0-12, 80 Ib down and 29 lb up at 17-0-12, 80 Its down and 29 Its up at 17-11-4, 80 Ib down and 291b up at 19-11-4, 80 Ib down and 29 lb up at 21-11-4, 80 lb down and 291b up at 23-11-4, and 179 Its down and 2371b up at 25-11-4, and 5851b down and 727 Ib up at 27-11-4 -bn bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Ced 6634 0904 Parke East Blvd. Tampa FL 33810 Date: November 11,2019 .QWARNING- Verlrydessa,sarsmefersend READNOMS ON TNISAND INCLUDED MITEKREFERANC£PAGEMIF7413mv. 11110,2015SEFOREUSE Design valid for use only Win MnekD connectors. his design Is based only upon parameters shown and Is for an Individualbuilding component. not a truss system. Before use, the building designer must vedry the oppllcabillry, of design parameters and properly Incorporate this design Into the overoll building design. Bracing indicated is to buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing prevent h always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, Storage. delivery. erection and bracing of trusses end hum systems. seeMSVWII Quo' yWarta, DSB49 and SCSI Bull Component 6904 Parke East Blvd. Safety Informatbnovaflable from I= Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THECOTTAGE T18622020 M11465 GRB HIP GIRDER 1 1 Job Reference (optional) Uhambers Truss, Inc., Fort Pierce, FL 8.320 s Up! 29 21313 MI I Sir Industries, Inc. Mon NOV 11 01:29:'Jz 2U19 rage 2 ID:AXCVr6ubideoJSziCdyW PDyLFMw-XAPUJCayl aKKRMuln_RiUVHxBsNOKxgeGjje6yKK71 LOAD CASE(S) Standard 1) Dead +Roof Live.(balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: 1-3=-54, 3-9=-54, 9-11=-54, 19-22=20 Concentrated Loads (lb) ' Vert: 3=-1 16(B) 6=-1 16(B) 9=-6(B) 18=-469(B) 12=-585(B) 25=-116(8)26=-116(B)27=-116(B)29=-116(8).30=-116(B)31=-116(B) 33=-116(B) 34=-116(B) 35=-6(B) 36=-63(B) 37=-63(B) 38= 63(B) 39— 63(B) 40= 63(B) 41=63(B) 42=-63(B) 43= 63(B) 44=-63(B) 45=-179(B) •WARN/NO-Varllytlesrgnpaeurivarsard HEAD NOTES GNTHISANDINCLUDED MREKBEFEBANCEPAGEM/N479reV. 1";V2?o15 BEFORE USE. Design Valid for use only with MRekO connectors, his design Is based only upon parameters shown, and a for an Indlvlduol bullding 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 bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always lepuired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII CualNy Cmeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformatbmvollobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexondtlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE COTTAGE T78622021 M11455 J1 JACK -OPEN 8 1 Job Reference (optional) l,namuers nus, mc., ran nerve, rL mizu s uct ze zultl ml I eN Industries, me. man Nov 11 vt:zv:aa Lultl rage T ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-om4ylcgKiBybx4sU VgFi2boYNB70TptwSHAYyKK70 -1-0.0 1-0-0 1-o-0 1-0-0 1 LOADING (pi SPACING- 2-0-0 CSI. TCLL 20.0 'Plate Gnp DOL 125 7C 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.02 I BCLL 0.0 ' Rep Stress Incr YES WS 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-Mf LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=9/Mechaniml, 2=118/0-8-0, 4=0/Mechanical Max Harz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=10(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 3x4 = DEFL, in (loc) Vdefl Ud Vert(LL) -0.00 5 >999 360 Vert(CT) -0.00 5 >999 240 Hom(CT) 0.00 4 Na Na Wind(L-) -0.00 - 5 >999 240 BRACING - Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight 5lb FT=20% TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffin. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.bracing. - - --- -. NOTES- 1) Wind; ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 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 2) This truss has been designed for a 10.0 pat bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girders) for truss to tress connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except Qt=lb) 2=140. Thomas A. Albans PE No.39360 MiTek USA, Ina FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: November 11,2019 .QWARNING-Verltydesign Peremefereand READ NOTES ON THIS AND INCLUDEDMREKREFERANCEPAGEMIF147:1 rev. 100.310159EFOREUSE. Design volld for use only with MITeW connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the bulldingg designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing indicated Isla prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal lnlury and papery damage. For general gulconcelegording the MiTek' fabrication storage, delivery, erection and bracing of f rri and muss systems, seeANS yripll Quality CMelb, DSBAP and SCSI Building Component 6904 Parke East BNtl. Safety Informatbravallable from Truss Plate Institute, 218 N. Lee sheet Sule 312, Alexandrlo, VA 22314. Tampa, FL 33610 Job Truss Ory Ply THECOTTAGE T18622022 kQ11455 J3 �Tnussrype JACK -OPEN 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:33 2019 Page 1 ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw.OMzjyfCCjKiSybx4sUVgR2Z3YJo7OTptw5HAYyKK70 -1-D-0 3-0-0 1.0-0 3-0-0 t 3x4 = Scale = 1:9.4 LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.29 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matdx-MP Weight: 111b FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=63/Mechanical, 2=172/0-8-0, 4=36/Mechanical Max Holz 2=85(LC 12) Max Uplift 3=-67(LC.12), 2=-207(LC 12), 4=-51(LC 12) Max Grav 3=63(LC 1). 2=172(LC 1), 4=50(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 3-0-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 do bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -141-0to 2-0-0, Intedor(1) 2-0-0to 2-11-4 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 2) This truss has been designed for a 10.0 psf bottom chord live load noncohcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except at=lb) 2=207. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 II November 11,2019 .A WARNING -Veritydeslgnper.fersand READNOTES ON TN/SANDINCLUDED MmEKREFERANCEPAGEM674niev. 1t1103,2015BEFORE USE Design volid for use only with Nl connectors. This design Is based only upon parameters shown, and Is for an IndrAduol building component, not a truss system. Before use, the building designer must verity the appllcabOHy of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collopse with pomble personal Injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses and truss systems, WeANSVTPTT Quality Criteria. DSB-0g and SCSI Building Component Safety m(ermatbtvrvoloble from Truss Rate Institute. 218 N. Lee Street, Suite 312 Alexondl VA 22314. �t- MiTek' 69M Parke Eeet Bind. Tampa, FL 33610 Job Truss Truss Type City Ply THE COTTAGE T18fi22023 IS411455 J5 JACK -OPEN 8 1 Job Reference (optional) Gnamoers I rues, Inc., Yon Pierce, FL 8.320 s Oat 29 2019 MITeK Industries, Inc. Mon Nov 11 07:28:34 2019 Page 1 ID:AXCVr6ubfdeoJSziCdyW PDyLFMw-UZXSA?DgUeg2al W G PC1 vova)gxUXsTiz6aCgj_yKK77 n-o-s-0.0 j 1-0-0o ( 5-0-0 Scale =1:12.7 l911 3x4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.13 4-7 >455 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 'BC 0.91 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Inch YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 17lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 0o puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size)3=119/Mechanical, 2=242/0-8-0, 4=59/MlechanimI Max Hors 2=123(LC 12) Max Uplift 3=-126(LC 12), 2=-278(LC 12), 4=-87(LC 12) Max Grav 3=119(LC 1), 2=242(LC 1), 4=84(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=451t, L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intedar(1) 2-0-0 to 4-11-4 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 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 Ib uplift at joint(s) 4 except 01=11o) 3=126, 2=278.: u Thomas A. Alban! PE No.39360 MlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 .�WARNWG-Verify deagnpammeremand READ NOTES ON THISANU INCLUDED MmEKREFERANCEPAGEMX7=mV 14'B.YTd1SREFORE USE. Design valid for use only with MEekO connectors. Tnis tleslgn Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use. Me bultoing designer must verify the oppllcablllN of design parameters and properly Incorporate this design Into the overall ' buatling tleslgn. Bracing Indicated is to prevent buckling of lndIvldual truss web and/cr chord members only. Addmonal temporary and permanent bracing MiTek' Is dwoys required for stability, and to prevent collapse with possible personal Injury and properly damage. For general guldanceregardng the tobrloa6on. storage, delivery, erection and bracing of busses and Muss systems. seeANSUlpll CuaT CrBprb, DSB-0g and SCSI Building Component sect Parke East Blvd. Safety Informatbmvoilable from Truss Plate Insfil 218 N. Lee street Suite 312, Alexontlrla, VA 22 14. Tampa, FL 33610 Job Truss Truss Type CRY Ply THE COTTAGE T18fi22024 M11465 J7 JACK -OPEN 20 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Si = 8.320 G Oct 29 2019 MITek Industries, Inc. Mon NOV 11 07:29:35 2019 Page 1 I D:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-yl5TNLESEyyvBv4T"Y8K77slLpFlbwz6LExOFRyKK7_ Scale: 3/4'=1' LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (lac) Udetl Lid PLATES GRIP TCLL 20.0 PI DOL 1.25 TIC TC 0.47 Ve 1(1) -0.10 4-7 >857 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC, 0.99 Vert(CT) -0.21 4-7 >388 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matti Wind(LL) 0.18 4-7 >469 240 Weight 23Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SO M 30 _ .TOP CHORD Structuralwood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=170/Mechanical, 2=315/0-8-0, 4=83/Mechanical Max Horz 2=161(LC 12) Max Uplift 3=-156(LC 12), 2=-210(LC 12), 4=-9(LC 12) Max Grav 3=170(LC 1), 2=315(LC 1), 4=120(LC 3) FORCES. (lb) -Max. Comp/Max. Ten. -Ali forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0l MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Intedor(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=156,2=210. Thomas A. Alliani PE No.19366 MiTek USA, Ine. FL Cart 6634 6904 Parke East Slid. Tampa FL 33610 Date: November 11,2019 •�11&INN1NG-Verllydesrgn Parameters and READ NOTES ON THIS AND INCLUDED MNEKHEFERANCEPAGEM0.141arev. IgAtu 15 BEFORE USE Design valid for use only with Mi connectors. This design is basest only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary antl permanent bracing M!Tek b always secured for sfobllity, and to prevent collopse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quo Criteria. DSBA9 and SCSI Building Component 6904 Parke East Blvd. 21 Safety Informationa llable from True Plate Institute, 218 N. We Street, Suite 312, Alexandria, VA 22 14. Tamp., FL 33610 Jab Truss Truss Type Oty Ply THE COTTAGE T18622025 M,11465 VP JACK -OPEN 4 1 Job Reference (optional) unamoers I ru s, Inc., Von Planes, VL 8.320 s Uct 29 2019 NO l ex Industries. Inc. Man NOV 11 07:29:35 2019 race 1 I 3xB = Seale: W4'=l' Plate Offsets MY)— f2:0-0-2 0-0-01 LOADING.(psf) SPACING- 2-0-0 CSI. DEFL in (roc) Vdefl LID PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ved(LL) 0.22 6-9 >376 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.43 Ved(CT) -0.12 6-9 >721 240 BOLL 0.0 ' Rep Stress Incr YES W B 0.24 Horz(CT) -0.00 5 rile n1a BCDL 10.0 Code FBC2017/rP12014 MaMx-MP Weight: 28 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. - ..-- BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or7-1-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=54/Mechanical, 2=31510-8-0, 5=199/Mechanical Max Horz 2=161(LC 12) Max Uplift 4=-50(LC 12), 2= 353(LC 12), 5=-256(LC 12) Max Grav 4=60(LC 17), 2=315(LC 1). 5=199(LC'1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 Ill or less except when shown. TOP CHORD 2-3=335/554 BOT CHORD 2-6= 741/316 WEBS 3-0=349/819 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4H; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; porch left and right exposed;C-C for members and tomes & 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 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4 except (j1=11g) 2=353, 5=256. Thomas A. Albans PE No.39360 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 •QWARNING-Verllydealenparemeterseed READ NOTES ON THISAND/NCLUDED MREKREFERANCEPAGEMX7473re¢ RIAi2afSREFOREUSE Design valid for use only with MBek® 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 drapery Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members onlyy, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal ro Injury and pparty damage. Foigeneral guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss system& seeANSI/rPI 19ualryryyy CMeda, DSB-69 and BCSI Building Component 6904 Palle East Blvd. Informational Informationafrom Truss Plate Institute. 218 N. Lee Sheet, Suite 312,. Alexantlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply T18622026 MJ1455 KJ7 DIAGONAL HIP GIRDER 4 �THEcoTTAGE 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Oct 29 2019 MiTek Industries, Inc. Mon Nov 11 07:29:37 2019 Page 1, ID:AXCVr6ubfdeoJ5ziCdyW PDyLFMw-u8DEo0FImZDdRCEr5KacPYCF79gc31LPoYOUJJyKK6y Scale = 1:21.2 3x4 = L%O 'It 5 6xa 6-8-02 34-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.14 7-10 >820 240 MT20. 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.11 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 38 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD GOT CHORD 2x4 SP M 30 . BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4--38/Mechanical, 2=501/0-10-15, 5=435/Mechanical Max Ho¢ 2=161(1-C 8) Max Uplift 4=-39(LC 8). 2= 574(LC 8), 5=-521(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) cr less except when shown. TOP CHORD 23--866/902 BOT CHORD 2-7=958/823, 6-7=-958/823' WEBS 3-7=-359/323, 346=-949/1105 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 7-2-13 oc bracing. NOTES- 1) Wind: ASCE 7-10: VU11=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=156; B=45ft; L=24f ; eave=4h; Cat. Il; Exp C; Encl.,,GCpi=0.18; MWFRS (directional); 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 35-0 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 100lb uplift at joint(s) 4 except Jt=1b) 2=574, 5=521. 6) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 80 lb up at 4-4-0. 38 It, down and 801b up at 4-4-0, and 67 lb down and 149 lb up at 7-1-15, and 67 Ito down and 149 Ib up at 7-1-15 on top chord, and 67 lb down and 31b up at 1.6-1, 67 lb down and alb up at 1-6-1, 21 lb down and 4lb up at 4-4-0, 21 lb down and 4 lb up at 4-4-0, and 36 lb down and 44 lb up at 7-1-15, and 36 lb down and 44 Ib up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 11=-3(F=-1, B=-1) 12=-84(F=-42, B=-42) 13=-7(F=-3, B=3) 14— 20(F=10, B=-10) 15=-61(F=-30, B=-30) Thomas A. Alhani PE NG39369 Milk USA, Ina FL Cert 6634 6934 Parke East Blvd. Tampa FL 33610 Date: November 11,2019 -Q WARNING- Verity design parameters and BEAD NOTES ON MIS ANoINCLUDED MITEK REFERANCE PA BE MIF7473 rev. IW=O15 BEFORE USE. Design valid for use only with Ml connector. This design Is based only upon porometers shown, and Is for an Indlvitlual building component, not ��- a truss system. Before use, the building designer must verify the applicability of deslgn parameters and properly hcorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual true web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalways requlreofor stability and to prevent collapse with possible personal injury and property damage. For general guidance regardhg the fabrication, storage, delivery, erection antl bracing of trusses antl hum systems seeANSIAPIi Goal My Criteria. D5B-89 and SCSI all Component 6904 Parke East Blvd.Safety informalbna lloble from Truss Plate hall 21 B N. Lee Sheet, Suite 312, Alexontlrla VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 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. 0T/1e r For 4 x 2 orientation, locate plates 0-'na from outside edge of truss. This symbol indicates the required direction of slots In connector plates. 'Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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 dimensions shown In sixteenths scale) (Drawings not to scale) 1 2 3 TOP CHORDS Q c 0 U o_ O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved �p MiTek® MTek Engineering Reference Sheet: MII-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 BCSL 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 desfgn loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANS17TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unlesse>Wressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, orles% 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 a0 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/rPl.l Quality.Criterla.