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Home My WebLink AboutPROJECT INFORMATION�® Lumber design values are in accordance with A I 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® I RECEIVED ::] RE: 75848 - SEDONA CLUBHOUSE APR 2 2 2019 MiTek USA, Inc. Site Information: ST, Lucia County, Fennitting 6904 Parke East Blvd. Customer Info: EDWARD'S LANDING, LLC Project Name: �atnP�,fL3e&1o•4115 Lot/Block: Subdivision: t �v��tl Address: UNKNOWN City: ST LUCIE COUNTY 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 Condlions): Design Code: FBC2017/TP12014 Design Program: MiTek 20120 8.2 SCANNED Wind Code: ASCE 7-10 Wind Speed: 160 mph By Sf LU Roof Load: 37.0 psf Floor Load: N/A psf CIe County This package includes 35 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rum No. Seal# I Truss Name I Date No. I Seal# I Truss Name Date 1 IT164113781A 3/4/19 118 1 T16411395 1 GR8 3/4/19 12 I T16411379 I Al 13/4/19 119 I T1 6411396 I GRD 13/4/19 13 T16411380 I A2 13/4/19 120 I T16411397 I J1 13/4/19 I 14 I T16411381 1 A3 13/4/19 121 T164113981,13 13/4/19 I5 T16411382 I A4 13/4/19 122 I T16 13/4/19 IT16411383IA5 3/4 49 I4119 A 3/4/1916 T16411384 A6 4/191 3/ 4T117 64114011,17 3/4/19 18. I T16411385 A7 13/4/19 125 I T16411402 I JAl 13/4/19 19 T16411386 B 13/4/19 126 I T16411403 I JA3 13/4/19 110 I T16411387 I B1 13/4/19 127 I T164114041 JA5 13/4/19 I 14.1 I T164113881 B2 13/4/19 128 1 T164114051 KJ7 1314/19 112 I T1 6411389 1 B3 13/4/19 129 1 T16411406 I KJA 13/4/19 113 I T16411390 I B4 3419 I330 11407 I KJB 13/4/19 1 T164113911 D 3/4/9 T161114 41408 I SGED 3/4/19 15 1T4113921D1 4 4 I3/4/191611393 16 I GE1 3/4/19 I3 I T16411400 V8 13/4/19 117 1 T1 6411394 1 GRA 13/4/19 134 1T164114111V12 13/4/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct ��yyggj G�cF on the parameters provided by Chambers WvleW ' aNCE Truss Design Engi r��Tt�r My license renewal nr 111g g09 g t�rl Mary 28, 2021. IMPORTANT NOTE-TTe seal on lgg�%t mponent designs is a certification that the engineer named is licensed in the'l�r iiPiic(R (s) identified and that the designs comply with ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer FILE should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. jG E N & No 22839 �9 STATE OF w teLRFinn PE N029 etmaCORilpa'rEast Blvd. Tampa FL 33610 Date: March 4,2019 Finn, Walter 1 of 2 RE: 75848 - SEDONA CLUBHOUSE Site Information: Customer Info: EDWARD'S LANDING, LLC Project Name: SEDONA CLUBHOUSE Model: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL No. Seal# Truss Name I Date 35 T16411412 V16 3/4/19 2of2 75848 A 1 1 1 T16411378 4 4.00 12 3x8 = Sx6 — 4x5 = 4x6 =4x5 = axis = 4 30 5 31 6 7 32 8 33 9 •Scale=1:76.9 or R 21 20 19 16 17 16 15 14 13 are = 3x6 II Sx12 = Sxfi W B = 3x4 11 3x4 = 51 = 34 II 34 = 3x4= 5x6 WB= i LOADING (psf) SPACING- 2-0-0 CST. DEFL in (too) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) -0.37 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Verl(CT) -0.7017-18 >665 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.97 Horz(CT) 0.14 13 role n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.4817-18 >957 240 Weight: 2171b F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-4-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-16, 8-14 3-21,10-13:24 SP No.2, 3-20,10-14:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1428/0-8-0, 13=2616/0-8-0, 11— 640/0-3-0 Max Hom 2=-115(LC 10) Max Uplift 2=-854(LC 12), 13=-1425(LC 12), 11=-800(LC 21) Max Grew 2=1428(LC 1), 13=2616(LC 1), 11=118(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3505/2490, 3-4=3105/2189, 4-5=-2952/2149, 5-7= 3819/2691, 7-8=-2714/1973, e-9=-725/596, 9-10=-810/599, 10-11=-1751/2759 BOT CHORD 2-21=-2252/3294, 20-21=2252/3294, 18-20= 2422/3819, 17-18=-2337/3715, 16-17= 2337/3715,14-16=-1704/2714,13-14=-2574/1796,11-13=-2574/1796 WEBS 3-20=-430/411,4-20=-380/686,5-20— 1081/687,7-16=-1129f720,8-16= 284/626, B-14=-2256/1535,10-14=-2238/3457,10-13=-2467/1761 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160ni (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=45ft; L=43ft; eave=Sft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 2-3-1, Interior(1) 2-3-1 to 9-0-0, Exteffor(2) 9-0-0 to 15-3-14, Intedor(1) 15-3-14 to 34-0-0, Exterior(2) 34-0140-1-0, Interior(1) 40-1-0 to 45-0-9 zone; 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 201 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) Pravda mechanical connection (by others) of truss to bearing plate capable of withstanding 854 In uplift at joint 2, 1425 lb uplift at joint 13 and 800 lb uplift at joint 11. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810. Date; March 4,2019 ®WARNING - Verily design parameters and BEAD NOTES ON MIS AND INCLUDED MNEKBEFERANCE PAGE 111b7473al l¢AV1p15 BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters showm.and Is for an Individual building component not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal ln)ury and property damage. For general guidance regarding Me Welk' fabrication, storage. Calvary, erection and bracing of trusses and truss systems. seeANSIM11 Quacontend, DS039 and SCSI Balding Component 69N Parke East Blvd. Safety Infaanatbontlria 231 txrvaliabie from Truss Plate Institute, 218 N. Lee Shoot. Suite 312, AlexVA 24. Tampa, FL 33610 Jab Truss - Truss type r Ply BH USE T16411379 75848 Al HIP 1 1 1 Job Reference Chambers Truss, Inc., hon Vierce, hL Scale = 1:76.9 5xa = 3x4 = 4x6 = 4xB = 5x6 = 4A0 12 1B 1B 77 tB ae 14 m m 3x6 = 3.4 II 4xB = 4x6 = 3x4 = 3x4 II 4x6 = 7X8 = 34 II 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.30 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT)-0.5715-16 >817 240 BCLL 0.0 ' Rep Stress ]nor YES WB 1.00 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.39 16 >999 240 Weight: 2151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 7-13 3-19,9-12:2x6 SP No.2, 3-18,9-13: 2x4 SP M 30 REACTIONS. (lb/size) 2=1471/0-8-0, 12=220210-8-0, 10=-270/0-3-0 Max Horz 2— 136(LC 10) • Max Uplift 2=-876(LC 12), 12=-1211(LC 12), 101 FORCES. (Ib) -Max. Carl Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3700/2604, 3-4=-3052/2149, 4-5_ 2892/2135, 5-7=-3418/2456, 7-8o-1607/1215, 8-9=-1739/1222, 9-10=-978/1577 BOT CHORD 2-19=-2375/3486, 18-19=-2375/3486, 16-18=-2149/3418, 15-16=-1880/2996, 13-15=-1880/2996,12-13= 1448/1045,10-12=-1448/1045 WEBS 3-18= 700/583,4-18= 279/600, 5-18=-759/457, 7-16=-322/511, 7-15=0/276, 7-13=-1634/1113,8-13=-39/310,9-13=-1995/3114, 9-12=-2052/1540 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=45ft; L=43ft; eave=5ft;Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 2-3-1, Interior(1) 2-3-1 to 11-0-0, Exterior(2) 11-0.0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Extenor(2) 32-0.0 to 38-1-0, Intedor(1) 38-1-0 to 45-0-9 zone; porch right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 876 lb uplift at joint 2, 1211 Ib uplift at joint 12 and 417lb uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING- Verify tleslgn pammetersamd READ NOTES ON THISAND/NCLUDED MITEKREFERANCEPAGEM1474"re1 tOPo3QO15 BEFORE USE. ��• Design valld for use only wlth Mlfera connectors. This tleslgn Is based only upon parameters shown, and Is for an IndNldual bulltling 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 bulltlingtleslgn Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addiaonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce recording the Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Cuallly CMetla, OS049 and BCSI Building Pae ding Component Tempe. rk East Safety Infonnallernvallable from Truss Plate Institute, 218 N. We Street Suite 312, Alexandria. VA 22314 Inc. Mon Mar 4 U/:44:b1 ZU19 Job Truss I was I ype Ply SEDONACLUBHOUSE T76411380 75848 A2 HIP �Qty 1 1 Job Reference (optional) Chambers Three, Inc., Fort Fierce, FL 1,1.241.) S U6e eZUIU Mr I eK Scale=1:76.9 3x4 II 51 5x6 WB= 6x8 = 4.00 12 4 26 27 66 2B 29 7 18 17 16 15 14 13 12 3x6 = 3x4 II 4x6 = 3xlo = 3x4 = axe = 3x5 = 3x4 = 3x6 = LOADING (psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [nor YES BCDL 10.0 Code FBC2017rrP12014 CSI. TO 0.66 BC 0.57 WE 0.65 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Well Ud -0.24 15-17 >999 360 -0.5115-17 >902 240 0.12 12 n/a Na 0.32 15-17 >999 240 PLATES GRIP MT20 244/190 Weight: 2131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 34-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-2 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1Row at midpt 7-15,8-12 9-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=147810-8-0, 12=2132/0-8-0, 10=-207/0-3.0 Max Hoe 2=157(LC 11) Max Uplift 2=-881(LC 12), 12=1169(LC 12), 10=-354(LC 21) FORCES. (Ib) -Max CompJMax Ten. -All forces 250 (Ib) or less except when shown. TORCHORD 2-3=-3557/2476, 3-4=-2851/2036, 4-6= 2906/2155, 6-7=-2906/2155, 7-8=-1940/1412, 8-9=-798/1396, 9-10=-904/1413 BOT CHORD 2-18=-2220/3330, 17-18=-2220/3330, 15-17=-1662/2667, 13-15=-1065/1802, 12.13= 758/1121, 10-12=-1300/980 WEBS 3-17= 757/602,4-17=-172/486,4-15=-257/482, 6-15=-529/543, 7-15=-899/1316, 7-13— 331/332,8.13=-484/897,8-12=-2945/2036, 9-12=-283/307 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psf; BCDL--3.Opsf; h=14ft; B=45ft, L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional). and C-C Exterior(2) -2-0-9 to 2-3-1, Imerior(1) 2-3-1 to 13-0-0, Exterior(2) 13.0-0 to 19-1-0, Intedor(1) 19-1-0 to 30-0-0, Exterior(2) 30-0-0 to 36-1-0, Intedor(1) 36-1-0 to 45-0-9 zone; porch 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 noncencurrent 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 1 will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881 Ile uplift at joint 2, 1169 lb uplift at joint 12 and 354 Ib uplift at joint 10. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361D Data: March 4,2019 Q WARNING- Verify design parameters and BEAD NOTES ON MIS AND INCLUDED MWEK REFERARCE PAGEMg-747a rev. l"JI2OIS BEFORE USE. Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for on Individual bullcin9 component, not ��- a hues system. Before use, the building designer must verify the appllCablllty of design parameters and papery Incorporate this design Into the overall bulld[ng design, Bracing Indicated is to buckllnD of individual hues 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 nudeness regarding the fabrication, storage, delivery, erection and bracing of husses and truss systems, seeANSVr911 Quality CrBede, DS949 and SCSI Building Component 69N Parke East Gird. Safety Infermptbmvoiloble from Trust Piote Insh ute.21B N. We Sheet, Sulte 312. Alexondrlo. VA 22 14. Tampa, FL 33610 - Job Trials -- russ ype Oty Ply SEDONA CLUBHOUSE T16411381 75048 A3 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., -2-0-0 ran Pierce, FL ]-10-14 15-0-0 n.L4u s use to Lma ml I eK industries, Inc. man mar 4 ui.9 :oz 20i9 rage 1 ID:n4lggLkCOMU26h9fs7Er5fzfGxB-yYpO7xKeEYdCr3ifa4X14rSXxuNBX7Sa_hobx Mot 21.8.0 28.0.0 33-3-0 38-8-0 43-0-0 45.0.0 2-0.0 7-10-14 7-1-2 6.6.0 fi-fi-0 5.3.0 5-3-0 4-8-0 2-0.0 Scale =1:78.1 4.00 12 5.8 = 3x4 II 5x8 = 20 19 18 17 16 15 14 13 Sire = 30 II 4x6 = 3x8 = 3x4 = 3x10 = 3.6 11 3x5 = 3x4 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177rP12014 CSI. TC 0.50 BC 0.61 W B 0.72 Matdx-MS DEFL. in (Ioc) Well Ud Vert(LL) -0.21 18 >999 360 Vert(CT) -0.42 18-20 >999 240 Horz(CT) 0.10 13 Na n/a Wind(LL) 0.28 18 >999 240 PLATES GRIP MT20 244/190 Weight: 2201b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or3-6-10 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-10 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-18 10-14; 2x4 SP M 30, 10-13: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1480/0-8-0, 13=2114/0-8-0, 11=-191/0-3-0 Max Horz 2=-178(LC 10) Max Uplift 2=881(LC 12), 13= 1162(LC 12), 11= 328(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TORCHORD 2-4=-3513/2410,4-5=-2629/1894,5-6=-2484/1892,6-7=-2484/1892,7-8=-2017/1489, 8-10=-1542/1128, 10-11=-856/1389 BOT CHORD 2-20=-215O/3284, 18-20=-2150/3284, 17-18- 1497/2442, 16-17=-1111/1865, 14-16_ 901/1417,13-14=-1277/918,11-13=-1277/918 WEBS 4-20=01313, 4-18=-944/701, 5-18=-206/503, 5-17=-116/270, 6-17=-401/417, 7-17=-583/872, 8-16=-340/631,8-14= 706/583,10-14=-1847/2806,10-13=-1972/1400 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlerlor(2) -2-0-9 to 2-3-1, Intedor(1) 2-3-1 to 15-0-0. Extedor(2) 15-0-0 to 21-1-0, Interior(i) 21-1-0 to 28-0-0, Extedor(2) 28-0-0 to 34-1-0, Intedor(1) 34-1-0 to 45-0-9 zone; 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 pat bottom chord live load nonconcurrent with anyotherlive loads. 5) ' This truss has been designed for a live load of 20.Opsf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881 Ib uplift at joint 2, 1162 Ill uplift at joint 13 and 328 lb uplift at joint 11. Walter P. Finn PE No.22939 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610. Date: March 4,2019 AWARNING-VerifydeslgnperemetanandREADNOTESONMISANDINCLUDEDMmEKREFERANCEPAGEMIF74xare..lONYl015BEFOREUSE Osslgn void for use only with MRalt® connectors. This design Is based only upon parameters shown, and Is for an intllvitlual building component, not a truss system. Before use, the building designer must verify the appllcablllty of tleslgn parameters and properly Incorporate this tleslgn Into the overall building design, Brccing lodlmted is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabalry and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of hums and truss systems. SeeANSV711 Quality CMrrdo, DS349 and SCSI luldhp Component Safety mformutbrxrvaaoble from Truss Plate Instltufe. 218 N. We Sheet Suite 312. Alexandria. VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job - - -�' - - Truss russ ype Ory Ply SEDONA CLUBHOUSE T16411382 75848 A4 Hip 1 1 Job Reference (optional) cnamoers i russ, Inc., ran race, ri- o. . — ,. —I . I.... e,. . . I -. - . ID:n4lggLkCOMU26h9fs1Er5fzfGxB-OINoCHLG?wZg7evCHbmllNc5LENw OcpeFIL7NzeMoe 6-2-8 11-7-4 17.0-0 21-B-0 26.0.0 31.2.0 3fi-7-B 5.4 12 5.442 4-fi-0 4-fi-0 5-2-0 Scale = 1:63.1 4.00 12 5x6 = 5z6 = 3z4 = 6 21 6 22 7 3x4 = 4x6 = 3z8 = 3x8 = 4x4 = 3x6 II 4z6 = 3xfi = LOADING (psi TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inor YES Code FBC2017/TP12014 CSI. TC 0.52 BC 0.62 W B 0.71 Matril DEFL. Vert(LL) Vert(CT) Horsi Wind(LL) in (too) Vdetl L/d -0.2312-14 >999 360 -0.4412-14 >985 240 0.10 10 n/a n/a 0.2614-16 >999 240 PLATES GRIP MT20 244/190 Weight: 195 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. REACTIONS. (lb/size) 1=1350/0-8-0, 10=135010-3-8 Max Horz 1=139(LC 11) Max Uplift 1=-712(LC 12), 10=-719(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 3559/2369, 2-4=-3255/2190, 4-5=-2336/1699, 5-6=-2180/1675, 6-7=-1806/1401, 7-8=-1944/1423,8-9=1709/1195,9.10=-1294/962 BOT.CHORD 1-16=-2314/3353, 14-16— 1941/2766, 12-14=-1420/2091, 11-12=-1086/1583 WEBS 2-16=-384/384, 4-16= 229/517,4-14=-733/604, 5-14=-265/479, 6-12=-555/416, 7-12=-214/380, 8-12— 124/378,8-11=-549/478, 9-11=-1151/1667 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=4511; L=37N; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-7-15, Interior(1) 3-7-15 to 17-0-0, Exterior(2) 17-0-0 to 22-2-2, Interior(1) 22-2-2 to 26-0-0, Extedor(2) 26-0-0 to 31-2-0, Interior(1) 31-2-0 to 36-5-12 zonsi 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 par bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 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 beading plate capable of withstanding 712 lb uplift at joint 1 and 719 lb uplift at joint 10. Walter P. Finn PE Ni MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33010 Date: March 4,2019 ,&WARNING -Verily deslgnpsnrmarers and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE MX7473en, IBVVp15 BEFORE USE Design valid for use only with Mliek&connectors. fits design is based only upon parameters shown, and is for an individual bulltling component not a truss system. Before use, Me building designer must vainly Me appllcabllity 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 isolated 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 antl Tuss systems. seeANSVIPII Guallty Cmoda, DSO-89 and BCSI Building Component 69N Palle East Blvd. Safety Mfomra ionavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexantlea, VA 223314. Tampa, FL 33610 Job' �- � � ..-.-.- _.- __ nus ype Oty Ply BEDONA CLUBH ET16411383 75848 7Aruss Hip 2 1 Job Reference (optional) Unahi I WSS, mc., ran rises, rL Scale: 3/16'=1' 4.00 12 5x6 = Sx8 = 5 18 6 3x4 = 46 = 3x8 = 3x4 = 4x4 = 3.6 II 3.6 = LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 0.59 Vail(L)-0.20 1-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.45 1-15 >961 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.97 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matffx-MS Wind(LL) 0.26 1-15 >999 240 Weight: 195 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-10-0 oc bracing. REACTIONS. (lb/size) 1=1338/Mechanical, 9=1338/0-3-8 Max Ho¢ 1=154(LC 11) Max Uplift 1=-707(LC 12), 9=-712(LC 12) FORCES, (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2— 3470/2263, 2-0= 3053/2005, 4-5=-2072/1520, 5-6=-1919/1510, 6-7=-1888/1394, 7-8=-1821/1246,8-9— 1278/944 BO TCHORD 1-15=-2220/3287, 13-15=-1755/2563, 12-13=-1112/1736, 10-12=-1125/1682 WEBS 2-15=-532/502, 4-15=-210/563,4-13=-797/619, 5-13=-182/394, 6-13=-242/421, 7-10=-434/432, 8-1 0=-1 158/1723 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; Irl B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-13 to 3-11-12, Interior(1) 3-11-12 to 19-0-0, Extedor(2) 19-0-0 to 29-2-2, Interior(1) 29-2-2 to 36-5-12 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 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 707 lb uplift at joint 1 and 712lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 ,&WARNING -Verity design parnmetemand READ NOTES ON THIS AND INCLUDED MREKREFERANCERAGEMnI7473rev. 1e/03,2015 BEFORE USE. ��- Design valid for use only with M79M 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 verity the oppllcoblllry of tleslgn parameters and properly Incorporate Its tleslgn Into Me overall building design. Bracing lndlcated is to prevent buckling of Individual truss web cnd/or chord members only. Addlllonol temporary and permanent brocing MiTek' Is always required for sterility antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII Quality Cmeda, DSB49 and SCSI Bu6tlbp Component Safety Informallow valloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 69N Parke East Blvd. Tampa, FL 33610. -Job---russ Truss Type Cry Ply SE NA C USE T16411384 75848 A6 Hip 2 1 Job Reference (optional) Ghambers I was, Inc., FOR Head, FL 6.24U a Use Is 2u16 MI I ex Inc. Man Mar 4 U/:44:bb 2Ule Face 1 4.00 F12 Sx6 — 5x6 = 5 6 Scale: 3/16'=1' 3.4 II 5x6 = 3x4 = 3x6 = 4x5 = 3x6 11 3x4 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.2013-14 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.4113-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.09 9 Wa We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.27 13-14 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. fib/size) 1=1338/Mechanical, 9=1338/0-3-8 Max Horz 1=174(LC 11) Max Uplift 1=-707(LC 12), 9=-712(LC 12) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3355/2067, 2-4= 2674/1741, 4-5— 1840/1305, 5-6=-1691/1303, 6-7=-1842/1321, 7-8=-1926/1256, 8-9— 1262/912 BOT,CHORD 1-15— 1988/3156, 14-15=-1986/3152, 13-14=-1575/2471, 12-13=-1007/1691, 10-12=-1113/1772 WEBS 2-14=-725/517,4-14=-145/475, 4-13>973/689, 5-13=-272/406, 6-12=-279/358, 7-12=-267/158,7-10=-351/369, 8-10=1109/1757 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14N; B=45ft; L--37f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-3-13 to 3-11-12, Intedor(1) 3-11-12 to 21-0-0, Exterior(2) 21-0-0 to 27-2-2, Intedor(l) 27-2-2 to 36-5-12 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 for a 10.0 psf bottom chord live load nonconcurrent 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) Refer to girder(s) for Imes to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7071b uplift at joint 1 and 712 lb uplift at joint 9. PLATES MT20 GRIP 2441190 Weight: 198 lb FT=20% BRACING - i TOP CHORD Structural wood sheathing directly applied or3-4-15 oc purims, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-9 oc bracing. WEBS 1 Row at 111 4-13, 7-12, 8-10 Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2019 Q WARNING -Wflfy designaeramefere and READ NOTES ON THIS AND INCLUDED MITENREFERANCE PAGEM/N473 rev. faNY20150EFOREUSE. Deslgn valid for use only with MliekO 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 appllcablllry, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indebted 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 fabricotlon, storage, delivery, erection and bracing of trusses and truss systems. sewkNSVrPlf OualMdyy Clients, DS1i and BCSI Building Component 6904 Parke East Blvd. Safety mformatlarro liable from Truss Plata Institute, 218 N. Lee Sheet, Suite 312, Alexondrlo. VA 22314, Tampa, FL 33610 nevi o - Truss Type - Oty Ply E O CL B OUSE TFuss T76411385 75848 7 Common 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Mon Mar 4 07:44:56 2019 Page 1 ID:n4lggLkCGMU26h9fs7Er5MGxB-gK2xgIN91mHBhSNUuD9Tww765YFC7KK2Vbf0kizeMob C1.9-12 7-11-8 tl-9.72 7-1-12 4-40152 R86.40 267.4036.7.69 I 46.6.7-9.4 Scale = 1:61.8 4.00 I2 ' 54 = 3x4 = Axe = 3x4 = 3x6 = 3x4 = 6x8 = LOADING (psi TCLL 20.0 TCDL 7.0 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/TP12014 CSI. TC 0.53 BC 0.68 W B 0.83 Matrix -MS DEFL. in Vert(LL) -0.28 Vert(CT) -0.45 Horz(CT) 0.10 Wind(L-) 0.27 floc) I/dell Ud 9-11 >999 360 9-11 >955 240 8 Na rVa 1-13 >999 240 PLATES GRIP MT20 2441190 Weight: 1841b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc puffins, BOT CHORD 2x4 SO M 3D except end verticals. WEBS 2x4 SO No.3 BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing. WEBS 1 Row at midpt 5-9, 6-8 REACTIONS. (lb/size) 1=1338/1irlecharrical, 8=1338/0-3-8 Max Horz 1=178(LC 11) Max Uplift 1=-707(LC 12), 8=-712(LC 12) FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3363/2049, 2-4= 3114/1934, 4-5=-2107/1409, 5-6=-1933/1329, 7-8=-204/261 BOT CHORD 1-13=-1970/3174, 11-13=-1443/2370, 9-11=-932/1642, 8-9=-1068/1753 WE6S 2-13=-484/462, 4-13=-407/741, 4-11= 725/573, 5-11=-43B/876, 5-9= 125/340, 6-8=-1969/1210 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=42psf: BCDL=3.OpsC h=14ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MW FRS (directional) and C-C Exteriof(2) 0-3-13 to 3-11-12, Interior(1) 3-11-12 to 21-6-0, Exterior(2) 21-6-0 to 25-1-15, Interior(1) 25-1-15 to 36-5-12 zone;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 pat bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 201 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= 101 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 707 lb uplift at joint 1 and 7121b uplift at joint 8. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810. Date: March 4,2019 OWARNING- Verify design paramefersand READ NOTES ON MIS AND INCLUDED MTTEKREFERANCE PAGE MIF147arev, 104MV2e15 BEFORE USE. seeses Design valid for use only with Mgek® 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 verity he applicability of design parameters and properly incorporate his design Into me overall -.Y�• building design. Bracing Indicated is to prevent buckling of Indiivldual truss web and/or chord members only. Adaltlonal temporary and permanent bracing MiTek* Isalwaysrequired 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 GualMy Criteria, DSB49 and BCSI Bui Component 6904 Parke East BNtl. Sabi Informationavoiiable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i-i'92 :. _..rya-:.y ,- - -_ _ o7 ruas Truss Type City Ply DONA CLUBHOUSE T16411386 75848 B HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Man Mar 4 07:44:57 2019 Page 1 5x6 = 4.00 12 4 3x8 = 3x6 = 3x10 = 5x6 = Sx6 27 28 5 29 6730 31 32 8 9 Scale = 1:76.9 18 77 16 15 14 13 12 3x5 = 3x8 = 4x6 = 3x4 [I 3x4 = 4x6 = 5x10 = 3x6 11 3x5 = Pi 17-4.9 25-7A 34-0-0 . 36.8.0 . 42-9-8 43.0-0 9-0-0 8.4.9 8.2-13 B-4-9 2-8-0 6-1.8 0- -8 Plate Offsets (XY)-- f2:0-1-2 Edael f7:0-3-80-1-81 f10:0-1-2 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.32 16 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.61 15-16 >717 240 BCLL 0.0' Rep Stress lnor YES WB 0.95 Horz(CT) 0.13 12 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.42 16 >999 240 Weight: 205 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1Row at midpt 5-18.5-15 9-12: 2x6 SP No.2 2 Rows at 1/3 pis 7-13 REACTIONS. (lb/size) 2=1329/0-8-0, 12=2526/0-8-0, 10=-452/0-3-0 Max Horz 2=115(LC 11) • Max Uplift 2=-802(LC 12), 12=-1428(LC 12), 10=-659(LC 21) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 3111/2259, 3-4— 2831/1986, 4-5=-2688/1946, 5-7=-2391/1731, 7-8=-144/361, 8-9— 161/374, 9-10=-1502/2434 BOT CHORD 2-18— 2017/2925, 16-18=-2116/3390, 15-16=-2116/3390, 13-15=-1461/2391, 12-13=-2269/1577,10-12=-2269/1577 WEBS 3-18=322/390, 4-18=-282/588, 5-18=-899/552, 5-16=0/318, 5-15=-1070/728, 7-15=-203/609,7-13=-2920/1985, 8-13=-365/341, 9-13— 1498/2419, 9-12=-2379/1604 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18t MWFRS (directional) and C-C Exterior(2) -2-0-9 to 2-3-1, Interior(1) 2-3-1 to 9-0-0, Extedor(2) 9-0-0 to 15-1-0, Interior(1) 15-1-0 to 34-0-0, Exterior(2) 34-0-0 to 40-1-0, Interior(1) 40-1-0 to 45-0-9 zone; porch 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) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 802 to uplift at joint 2, 14281b uplift at joint 12 and 659 lb uplift at joint 10. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING- Verify design pammef in; andREAD NOTES ON THISAND INCLUDED NREKREFERANCE PAGENIL7473 rev. 11,10112015BEFOREUSE. valid for use only with MOekw connectors. This design N based only upon parameters shown, and Is for on individual building component, not OF uss a trsystem. Before use, the bulltling designer must verify the cppllcoblllty, 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. 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPII Guru Criteria, 053A9 and BCSI Building Component 6904 Parke East Blvd. Safety Informalbnavoiloble from Truss Plate matters, 218 N. Lee Street, Suite 312, Atexontlr o, VA 22 14, Tampa, FL 33610 Tom Truss Truss Type y SEDON BHOUSET16411387 75848 B1 HIP T 1 Job Reference (optional) unamners I was, Inc., hon Pierce, hL Sx6 = 4X0 F12 B.Z4u s UeC b Lola MI I ex Industries, Inc. Man Mar 4 ur44:ba Lola ID:n4lggLkCOM U26hgfs7 Er5fzlGxB-niAhF_PPgOXs=Xs7rBx?L5U7MyEbCuLzve6p 3x4 = 4x6 = 4,10 = 5x6 = Scale=1:76.9 �5 Ch d 19 16 77 16 15 14 13 12 3x5 = 3x4 11 3x8 = 4x6 = 3x4 = 3x4 11 4x6 = Sxl2 = 3x6 11 3x5 = 6.4-0 11-0-0 18-0-9 2j- 1-7 32-0-0 36-&0 42-9-8 43f0.0 1 n-a-n >-n-o a.m.1sn-a-n 1 aid o J..a Plate Offsets (X ))-- [2:0-1-6 Ednel [6.03-0 Ednel [10:0-0-14 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.24 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.46 16-18 >957 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.95 Horz(CT) 0.10 12 n/a Ill BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.31 16 >999 240 Weight: 213 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 3-19,9-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=1366/0-8-0, 12=227910-8-0, 10— 241/0-3-0 Max Horz 2=136(LC 11) Max Uplift 2=-822(LC 12), 12=-1292(LC 12), 10=-438(LC 21) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-0 ad purlins. BOT CHORD Rigid ceiling directly applied or 5-1-11 oc bracing. WEBS 1 Row at micipt 7-13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3231/2280, 3-4= 2698/1938, 4-5=-2542/1902, 5-7=-2911/2114, 7-8=670/571, 8-9=756/575, 9-10=-1068/1776 BOT CHORD 2-19_ 2035/3023, 18-19=-2035/3023, 16-18=-1808/2911, 15-16=-1405/2291, . 13-15=-1405/2291,12-13=-1630/1163,10-12=-1630/1163 WEBS 3-18=-581/494, 4-18— 286/548, 5-18=-583/325, 5-16=-202/270, 7-16_ 470/719, 7-15=0/285, 7-13— 1873/1294, 9-13=-1568/2505, 9-12= 2117/1518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=45ft; L=43ft; eave=5N; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exter r(2) -2-0-9 to 2-3-1, Interior(1) 2-3-1 to 11-0-0, Exterior(2) 11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 45-0-9 zone; porch 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 822 lb uplift at joint 2, 1292 Ib uplift at joint 12 and 438 lb uplift at joint 10. Walter P. Finn PE No.22839 M1Tek USA, Inc. FL Cad 6634 6804 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING - Verity dealgnp.afe. end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MlF7473 rev. 1"12015 BEFORE USE Design valid for use only with M9elsw connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always real for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, search and bracing of trusses and truss systems. sseANSUIPI1 Quality Ciliate. DSB49 and BCSI Building Component fi904 Palle East Blvd. Safely Infarmallonavoiloble from Truss Plots Institute, 218 N. Lee Sheet, Suite 312, Nexandrla. VA 22314. Tampa, FL 33610 T1641138B B2 ID:n4lggLkCOMU26h9fs?Er5fzfGxB-FVk3TK01 bhgiYw52ZYAXZdcamllKfpUBZugLize -2-0.0 6-4-0 13-0-0 21-6-0 30-0-0 36-8-0 43.0-0 45-0.0 z-0-0 6-4-o a-s-o a-s+o s-B-o s-a-o Scale=1:76.9 3x4 II 5.8 = 5x6 WB= 6,0 = 17 16 is 14 73 12 11 3x5 = 3x8 11 4,16 = 4x8 = 4,00 = 3.6 11 3x5 = 4x10 = 46 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.58 BC 0.53 WB 0.91 Matrix -MS DEFL. VerI LL) Verl HGrz(CT) Wind(LL) in (loc) Udefl Ud -0.21 14-16 >999 360 -0.4414-16 >993 240 0.09 11 We n/a 0.2714-16 >999 240 PLATES GRIP MT20 244/190 Weight: 212 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-7 old puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 2x4 SP I -Except` WEBS 1 Row at midpt 7-14, 8-12 3-17,8-11: 2x6 SP I OTHERS 2x4 SP I REACTIONS. (lb/size) 2=1402/0-8-0, 11=2035/0-8-0, 9=-33/0-3-0 • Max Hom 2=-157(LC 10) Max Uplift 2=-840(LC 12), 11=-1170(LC 12), 9=-298(LC 10) Max Gmv 2=1402(LC 1), 11=2035(LC 1), 9=29(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3373/2353, 3-4=-2621/1873, 4-6= 2530/1903, 6-7=2530/1903, 7-8=-1423/1024, 8-9=-636/1108 BOT CHORD 2-17=-2112/3161, 16-17=-2112/3161, 14-16=-1513/2444, 12-14=-689/1270, 11-12=-993/746,9-11=-993l746 WEBS 3-16=-802/634, 4-16=-151/481,4-14=-132/331, 6-14=-528/537,7-14=-1013/1467, 7-12=-576/522,8-12=-1491/2393, 8-11=-1871/1400 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psi; BCDL=3.Opsf; h=14ft; B=451t; L=43ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18;MW FRS (directional) and C-C Extenor(2) -2-0-9 to 2-3-1, Interior(1) 2-3-1 to 13-0-0, Exterior(2) 13-0-0 to 19-1-0, Interior(l) 19-1-0 to 30-0-0, Extefior(2) 30-0-0 to 36-1-0, Interior(1) 36-1-0 to 45-0-9 zone; porch night 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 10A psf bottom chord live load nonconcurrent with any other live loads. 5) ' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8401b uplift at joint 2, 1170 lb uplift at joint 11 and 298 lb uplift at joint 9. Walter P. Finn PE No.22639 Mil USA, Inc. FL Ced 6634 6604 Parke East Blvd. Tampa FL 33610. Date; March 4,2019 A WARNING -Verify de rign parameren and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 ree. 1,1032015 BEFORE USE *�• Design valid for use only wlih Mnek®connectors. This design is based only upon parameters shown, and is for on Individual building component. not [■'AYitj a truss system, Before use, me building designer must verify me applicabllity of deign parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to buckling lndNldual truss web chord members only. Additional temporary and brocing M!Tek• prevent of and/or permanent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance recall the fabrication. storage. delivery, erection and bracing of trusses and hoss systems. seeANsVTP11 CualNy Ciliate, DSBd9 and SCSI Building Component 69M Parke East Blvd. y N Safetfonnotilow lloblefrom Truss Plate Institute,218 N. Lee Sheet. Suite 312. Alexontlrlo. VA2214, Tampa, FL 33610 Job Truss - Truss Type Oty Ply SEDONA CLUBHOUSE T1fi411389 75848 B3 HIP 1 1 Jab Reference (optional) unam06rs I mss, Inc., "a vierae, tL e.24US Use a2U16 al l ex me. Man Mar 4UI:4b:UU 2U1e vane Scale=1:78.1 4w 4.00 12 5x6 = 3x8 = 5 27 6 28 29 Sx6 = 30 7 18 17 16 15 14 13 12 3.6 = 3x6 II 46 = 3x4 II 412 = 3x5 II 3xl 4x12 = 4x6 = i -0 F4-940. 80U60 2662-0 3Bo 8 Plate Offsets (X Y)- f2:0-1-10 0-0.41 f 10.0-1-10 0-0-41 114:0-2-12 0-2-01. f16:0-5-12 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) VdeB Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.22 16-18 >999 360 WF20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.49 16-18 >900 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.85 Horz(CT) 0.09 12 rVa Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.29 16-18 >999 240 Weight: 216 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 3-18,9-12: 2x6 SP No.2 REACTIONS. (Ib/size) 2=1419/0-8-0, 12=1915/0-8-0, 10=68/0-3-0 Max Horz 2=178(LC 11) • Max Uplift 2=-848(LC 12), 12- 1114(LC 12), 10=-271(LC 12) Max Gmv 2=1419(LC 1). 12=1915(LC 1), 10=131(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-11-4 on bracing. WEBS 1 Row at midpt 3-16, 6-14, 9-14 FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (11 or less except when shown. TOP, CHORD 2-3=-3493/2396, 3-5=-2472/1763, 5-6=-2261/1769, 6-7=-1559/1233, 7-9=-1722/1216, 9-10=-3997727 BOT CHORD 2-18=-2163/3283, 16-18=-2163/3283, 15-16=-1337/2214, 14-15=-1337/2214, 12-14=-625/506,10-12=-625/506 WEBS 3-18=0/311,3-16=-1080/801, 5-16=-125/454, 6-14=-915/641, 7-14=0/289, 9-14=-1379/2243,9-12- 1733/1342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional). and C-C Exterior(2) -2-0-9 to 2-3-1. Interior(1) 2-0-1 to 15-0-0, Extedor(2) 15-0-0 to 21-1-0. Interior(1) 21-1-0 to 28-", Exterior(2) 28-0-0 to 34-1-0, Interior(1) 34-1-0 to 45-0-9 zone; porch night 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 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 848 Ib uplift at joint 2, 1114 Ib uplift at joint 12 and 271 Ib uplift at joint 10. Walter P. Finn PE No22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 Q WARNING -Verify design psramereraend READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M6l4l3 rev. ILL4lal BEFORE USE Design valld for use only with MITekW connectors. fits design is based only upon parameters shown. antl is for an Individual building component. not ��• I a truss system, Before use, the building designer must verify the oppllcobllity of design parameters and properly Incorporate this design Into the overall building tleslgn.. Bracing indicated is to buckling of lndlvldual truss web and/or chord members only. Additional temporary and permanent bracing MO prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIi Quality CdfeM: DSS49 and SCSI Su6ding Component 6904 Par Seat Blvd. Safety Informalbrrovolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610' Job Truss - russ ype " Oty Ply SEDONA CLUB HOUSE T16411390 75848 B4 HIP 1 1 Job Reference (optional) unamDers I mss, Inc., ron rlerce, rt a.z4u a bZulb Inc. man mar Out sti Zell real Scale =1:78.1 4.00 FIT 5x6 = 3.4 = 6 29 7 30 • `" '" 18 "" "" 17 '" 15 14 3x4 = 46 = sire 3x8 = 3x6 = 3xB = 3x6 II 3x5 3x5 = 8-10-14 e-mte fa7.r0.-o0 6n-0 L4-t1a2 36.8.e0 42-88 43p0 n0 n III Plate Offsets (KY)— f2.0-1-2 Edgel f12:0-0-14 Edge? f15:0-3-8 0-1-e1 LOADING (pi SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Veii -0.22 17-18 >999 360 ,, MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 VerI -0.42 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.09 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.2418-20 >999 240 Weight: 2221b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 11-14: 2x6 SP No.2 REACTIONS. (lb/size) 2=1401/0-8-0, 14=2040/0-8-0, 12=28/0-3-0 Max Ho¢ 2=198(LC 11) Max Uplift 2=-940(LC 12), 14=-1170(LC 12), 12=-306(LC 10) Max Grav 2=1401(LC 1), 14=2040(LC 1). 12=61(LC 22) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP•CHORD 2-3=-3317/2247, 3-5=-3025/2075, 5-6=-2130/1591, 6-7=-1982/1572, 7-8 1520/1245, 8-9= 1645/1247,9-11— 1146/869,11-12=-648/,1143 BOT CHORD 2-20=-2005/3153, 18-20— 1652/2579, 17-18=-108B/1849, 15-17=-617/1040, 14-15— 1030/754,12-14=-10307754 WEBS 3-20— 379/317, 5-20=-167/513, 5-18=-733/616, 6-18= 229/420, 7-18=-108/302, 7-17— 620/476,8-17=-134/303,9-17=-364/656,9-15=-774/614,11-15=-1411/2234, 11-14=-1870/1319 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psl; BCDL=3.Opsf; h=14tt; B=45f ; L=43tb eavirri Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -2-0-9 to 2-3-1, Interior(1) 2-3-1 to 17-0-0, Exterior(2) 17-0-0 to 23-1-0, Interpol 23-1-0 to 26-0-0, Exter or(2) 26-M to 32-1-0, Interior(1) 32-1-0 to 45-0-9 zone; porch 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 21 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 840 lb uplift at joint 2, 1170 Ib uplift at joint 14 and 306 lb uplift at joint 12. Walter P. Finn PE No2i939 MTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 O WARNING- Verity design parametem and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMIF7473 rev. larnrl 15 BEFORE USE. Design valid for use only with Mardi connectors. This design Is based only upon parameters shown, and Is for on Individual building component, hot ��• a truss system. Before use, the building designer must verify the opplicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of lr ivldual truss web and/or chard members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding he fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPil CualNNyy CMerks, DS11i and BC91 Building Component 69M Parke East Blvd. Safety lnfabrp nnalvallabie from Truss Rate Institute, 218 N. Lee Street Suite 312 Alaxantlrla. VA 22314. Tampa, FL 33610 Job Truss' as ype Cry Ply SEDONA CLUBHOUSE T16411391 75848 D COMMON 1 1 Job Reference (optional) I lu", nm., nor, name, r, 6.24U a Use a zviu MI I eK Industries. IOC. Man Mar 4 U/:4b:U2 2U19 Yaae T b1 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 4.8 = 51 Scale = 1:34.5 N d 4x4 = 46 = 44 = 2x3 II LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 REACTIONS. (lb/size) 2=752/0-8-0, 4=752/0-8-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TC 0.64 Ved(LL) 0.43 6-13 >489 240 MT20 2441190 BC 0.62 Verl(CT) -0.26 6-13 >789 240 WB 0.17 Horz(CT) -0.03 4 n/a n1a Matrix -MS Weight: 63 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-5-3 oc bracing. Max Horz 2=86(LC 11) Max Uplift 2=-825(LC 12), 4=-825(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1190/2187, 3-4=-1190/2187 BOT CHORD 2-6=-1935/1069, 4-6=-1935/1069 WEBS 3-6=-864/395 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsh h=14ft; B=45tt; L=24ft1 eave=4f : Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 8-8-0, Exterior(2) 8-8-0 to 11-8-0, Interior(1) 11-8-0 to 19-4-9 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 Ito uplift at joint 2 and 825 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 0004 Parke East Blvd. Tampa FL 3361D Date: March 4,2019 A WARNING -Vcdfy des19nparameferi and HEAD MOTS ON MIS AND INCLUDED MREKNEFEBANCEPAGEMIF)OJ me 1023,201S BEFORE USE. - Design valid for use only with MRek& connectors. This design is based only upon parameters shown, and is for on Individual building component not o hum system. Before use, the building designer must verity the oppIcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hues web and/or chord members only, Addltlonai temporary and permanent bracing 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 and bracing of trusses and truss systems, seeANStMil QuolM9yy Crania, DSB-69 and I= Building Component Safoly mformationovallable from Truss Plato Immune, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job'- Truss "MSSype (0ty Ply SEDONA CLUBHOUSE T16411392 75848 D1 COMMON 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 4 07:45:02 2019 Page 1 ID:n4lggLkCOMU26hgfs7Er5fzfGxB4UPC5MSwuc2HPNgdEgGt9BF6UzluXCntuX6KyMnMOV 4-8-14 8.8.0 12-7-2 17-" 4.8-14 3-11-2 I 3-11-2 I 4-8-14 r 40 = 4x8 = 2x3 II 3x5 = Scale=1:28.2 3.5 = N Id Plate Offsets (X,Y)-- r1:0-2-2,Edge1, r3:0-2-2,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0." 4-11 >476 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.30 4-11 >687 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.18 Horz(CT) -0.03 3 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 57 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=641/0-8-0, 3=641/0-8-0 Max Horz 1=-69(LC 10) Max Uplift 1=-674(LC 12), 3=-674(LC 12) FORCES. (lb) -Max. Comp./Man Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-1231/2294,2-3=-1231/2294 BOT CHORD 1-4=-2076/1123, 3-4=-2076/1123 WEBS 2-4=-905/400 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-2-12 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu(t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=45f ; L=24ff; save=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-8-0, Extedor(2) 8-8-0 to 11-8-0, Interior(1) 11-8-0 to 17-4-0 zone; porch left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 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 346-0 tall by 2-0.0 wide will fit between the bottom chard and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 674 Ib uplift at joint 1 and 674 lb uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 A WARNING.Verllydest90peremeters end READ NOTES ON TN/SANDINCLUDED MREKREFERANCE PAGEM/F74" rev. 10=2015BEFOREUSE Design volld 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 butting designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lndcated is to prevent buckling of Individual truss web and/or chord members only. Addltlonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guldonce regarding the fobrlcailon, storage, delivery, erection and bracing of trusses and truss systems, seeµSVIPII Quality CModo, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Intormatbnovalloble from Truss Plate Institute, 218 N. We Street, Suite 312, Alexondrlm VA 22314, Tampa, FL 33610 Job _ _ - nlss nus ype SEDONA CLUB OUSE___] 7tyPly T76411393 75848 GE1GABLE1 Job Reference (optional) unamoers I russ, Inc., ron "aide, rL 1,1241.1 a Uea b 2ule MI I ex parishes. Inc. Man Mar 4 ur:4b:ua zuiv Scale=1:34.5 4x4 = 6 axr — ra rb v io m w m is ox. — 3x6 = LOADING (part TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177TPI2014 CSI. TC 0.27 BC 0.09 W B 0.08 Matrix-S DEFL in Ven(LL) -0.02 Vert(CT) -0.03 Horz(CT) 0.00 (loc) Wait Ud 11 n/r 120 11 Nr 90 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 75lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-4-0. (Ib) - Max Horz 2=86(LC 11) Max Uplift All uplift 100 to or less at joint(s) 17, 14, 12, 19 except 2=-277(LC 12), 18=-119(LC 12), 13=-119(LC 12),10=-277(LC 12) Max Grav All reactions 250111 or less atjoint(s) 2, 15, 17, 18, 14, 13, 12, 10, 19 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-17=-116/263, 7-14=-116/263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -2-0-9 to 0-11-7, Extedor(2) 0-11-7 to 8-8-0, Comer(3) 8-8-0 to 11-8-0, Extedor(2) 11-8-0 to 19-4-9 zone;C-C for members and forces 8 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 buildingdesigner as per ANSIRPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load 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.lb uplift at joint(s) 17, 14, 12, 19 except (jt=lb) 2=277, 18=119, 13=119, 10=277. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 O WARNING. Verity design peramefersand BEAD NDIES ON IRIS AND INCLUDED MGEKREFERANCEPAGEMI47473rev. 1MxLY0f5BEFGBEUSE. Design valid for use only wlth Mrekg connectors. This design Is based only upon parameters shown, and Is for an Indivlduol building component, not ��- a truss system. Before use, the burping designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent B always lectulred for stability and to prevent collapse wlM possible personal lntury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery. erection and bracing of trusses and russ systems, seeAN51/IPII Qua[ lfv Call DSI and IICSI building Component 69N Parke East Blvd.Sably Inlamlafbmvailoble ham Truss %ate InslBute. 218 N. Lee street Suite 312 Alexandria. VA 22 14. Tahoe, 1 33610 Jdti - sTruss Type City Ply SED AC ST76411394 75848 A TG HIP GIRDER 1 1 Job Reference (optional) chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 4 07:45:05 2019 Page 1 ID:n4lggLkCDMU26h9fs7 Er5fzIGxB-425LjNUoAXQsGrZCvppangtbKBlakOCNaVLygaMoS -2-0-0 3-00- 7-0.1 10,1/-0 14-00-0 21-11-4 26-10-12 36.0-0 38-6-0 L " 45.0.0 2-0.0 i 340-14 &1.2 3-11-0 7-1-4 E11.8' 7-7-4 2-fi-0 4-6-0 Scale-1:76.9 3x4 II • 4.00 F12 5x6 = 7x14 = 3x6 = 3x4 = 5x10 = 5x6 3x4 4 27 28 29 30 5 31 32 6 7 33 311 35 8 36 37 38 39 9 10 20 19 40 41 42 18 17 43 44 45 76 46 47 48 15 49 50 51 14 13 3x5 = 3.4 II 6x10 = 4x6 = 5x14 = 5x6 = 5x6 = 3x6 II 3x5 = 4x6 II LOADING (psQ SPACING- 2-M CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ve t(LL) 0.50 15-16 >565 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT)-0.4215-16 >679 240 BCLL 0.0 Rep Stress Incr NO W B 0.73 Horz(CT) 0.02 11 rda rite BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 209 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-1-3 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-19, 5-16, 9-15 5-19,5-16,13-16,9-15,10-14: 2x4 SP M 30, 5-17,10-13: 2x6 SP No.2 REACTIONS. All bearings 0-8-0 except Qt=length) 11=0-3-0. (lb) - Max Horz 2=94(LC 24) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-556(LC 8), 17= 3391(LC 8), 13=-2400(LC 8), 11=-604(LC 17) Max Gmv All reactions 2501to or less atjoint(s) except 2=653(LC 1). 17=3558(LC 17), 13=2525(LC 18). 11=615(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1140/841, 3-4- 962/911, 4-5=-892/889, 5-7=-2194/2274, 7-8=-2194/2274, 8-9= 3023/3049,9-10=-537/567,10-11=-2026/2152 BOT CHORD 2-20=-690/1054, 19-20_ 690/1054, 17-19=-2007/2016, 16-17=-2007/2016, 15-16= 2889/3046,14-15=-363/424,13-14=-2011/2014,11-13=-2011/2014 WEBS 3-1 9=-4521240, 4-1 9=-316/276, 5-19=-2850/3034, 5-17= 3184/3052, 5-16=-4331/4397, 7-16=-728/684, 8-16=-916/841, B-15=-512/478, 9-15=-2697/2745, 9-14= 119311128, 10-14=-2767/2896, 10-13=-2447/2345 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1Aft; B=45ft; L=43ft; eave=SN; Cat. II; Exp C; Encl., GCpi=0.18; MI (directional); porch 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 pal 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 556 lb uplift at joint 2, 3391 lb uplift at joint 17, 2400 Ito uplift at joint 13 and 604 lb uplift at joint 11. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Data: March 4,2019 Q WARNING- VerhydeslgnparamereraenC READ NOTES ON THISAND INCLUDED MrTEKREFERANCEPAGEMII-T4"mr .. fo=Q015BEFOREUSE. Design volltl for use only with MRekO connectors. Phis design Is based only upon parameters shown, and Is for an Individual bulding 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 building design. Bracing Indicated is to buckling of Individual lass web and/or chord members only. Addltloncl temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. doWery, erection antl bracing of cusses and cuss systems, seeANSVrPl1 Quality Cd @r4. 039L9 and BC51 Bultlhp Component 6904 Parke East BNd. Tampa. FL 33610 Safety Brfermat anavollable lam Truss More Institute, 218 N. Lee Sleet. Suite 31Z Alexandria. VA 22314. runs Truss Type O1Y y BHOUSE T16411394 757848 GRA HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240s Dec 62018 MiTek Industries, Inc. Mon Mar 4 07:45:06 2019 Page ID:n4lggLkCOMU26h9fs7Er5fzfGxB-YFfj4VOxrY)u78PTW KpKlQm4aepTtSWo94Y57zeMoR NOTES- 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 It, down and 323 Ib up at 7-0-0, 103 lb down and 168 Ito up at 9-0-12, 103 Ib down and 168 lb up at 11-0-12, 103 Ib down and 168 Ib up at 13-0-12, 103 to down and 168 It, up at 15-0-12. 103 Ito down and 168 Ib up at 17-0-12, 103 It, down and 168 Ito up at 19-0-12, 103 Ib down and 168 lb up at 21-0-12, 103 Ib down and 168 lb up at 21-114, 103 lb down and 168 Ib up at 23-11-4, 103 Ile down and 168 lb up at 25-114, 103 lb down and 168 It, up at 27-114, 103 Ib down and 1681b up at 29-11-4. 103 Ito down and 168 Ib up at 31-11-4, and 103 It, down and 168 It, up at 33-114, and 144 lb down and 257lb up at 36-0-0 on top chord, and 3231h down and 442 lb up at 7-0-0. 84 Ile down and 134 lb up at 9-0-12. 84 lb down and 134 Ib up at 11-0-12, 84 Ib down and 134 lb up at 13-0-12, 84 It, down and 134 Ito up at 17-0-12, 54 Ito down and 134 Ito up at 19-0-12, 84 Ito down and 134 Ito up at 21-0-12, 841b down and 134 lb up at 21-114, 84 Ib down and 134 Ib up at 23-11-4, 84 lb down and 134 Ib up at 25-114, 84 lb down and 134 lb up at 27-114, 84 lb down and 134 Ito up at 29-11-4, 84 go down and 134 Ito up at 31-114, and 84 Ito down and 134 lb up at 33-11-4, and 94 Ito down and 134 Ib up at 35-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 14=-54, 4-9= 64, 9-12=-54, 21.24=-20 Concentrated Loads (Ib) Vert: 4— 148(F) 6=-103(F) 9=-103(F) 19=-323(F) 5=-103(F)7=-103(F) 16=-63(F) 14=-65(F) 27=-103(F) 28=-103(F) 30=103(F) 31=-103(F) 32=-103(F) 33=-103(F) 34=-103(F) 35= 103(F) 36=-103(F) 38=-103(F) 391 40=-63(F) 41=-63(F) 42=-63(F) 43=-63(F) 44=-63(F) 45=-63(F) 46=-63(F) 47=-63(F) 48=-63(F) 49=-63(F)50=-63(F) 51=-63(F) Q WARNING- Verify design panamefers and HEAD NOTES ON THIS AND INCLUDED MITEKHEFENANCE PAGE MII-7473m . IGM2TIS BEFORE USE. Design valid for use only with MffoWconnectors. Ills design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verify the applicablllty of design parpmeters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buciding of lndNlduol hum web and/or chord members only.Addltlonol temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobdcatlon storage, delivery, erection and bracing of trusses and truss systems. seeANSITPH Cuanly Criteria, DS349 and BCS1 BWtlbp Component 69N Parke East Bled. Sobly Informalbnovdiclole from Truss Plate Insfil 218 N. Lee Sheet. Suite 312. Alexondho, VA 22314. Tampa, FL MW0 o ��- mss Truss Type -�ityjly_ONACLUBHO T76411395 75 448 GRB HIP GIRDER 1 2 Job Relerence (optional) cnamoers I nlee, Inc., non France, FL 8.240 s Dec 6 2(18 Miles; Industries, Inc. Mon Mar 4 07:45:11 2019 4.00 12 5x6 = 3x4 4 32 3x4 = 3.5 11 3x5 = 3x8 = 5x8 MT18HS We = 4x5 = 4x8 = Sx6 = 33 5 34 35 636 37 7838 39 9 40 41 42 10 43 44 11 12 3x4 Scale-1:76.9 53�1 d 27 26 45 46 25 47 24 48 23 49 50 22 51 52 as 21 54 2055 1956 57 58 IS 17 16 4x6 = 3.4 11 4x8 = 4x4 = 4x8 = 3.4 11 4x4 = 4x4 = dz8 = 4x5 = 7x8 = 3.4 II 4x8 = 4x6 = 3-1044 ]-0-0 11-11-3 16.9.9 2A6A 2G3-7 31.0-13 36-0-0 37-0-D39-1.2 429d 43,0-0 1 1 1 1 1 1 1 o 0 1 a n- Plate Offsets (X Y)-- f2:0-4-2 0-0-31 f7:04-0 Edae] f 10:0-3-8 0-2-01 f 14:04-0 0-1-101 f 18:0-3-B 0.3-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.69 22-23 >638 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.60 22-23 >737 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress their NO WB 0.91 Horz(CT) -0.02 17 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mahix-MS Weight: 512 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 2400F 2.0E *Except* 20.24: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except' 12-17: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 44-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=274B/0-8-0, 17=3337/0-8-0, 14=0/(0-3-0+bearing block) (req. 0-3-2) Max Hoa 2=8367(LC 17), 14=-8367(LC 17) Max Uplift 2=-2582(LC 8), 17=-3708(LC 8) Max Grav 2=2787(LC 17), 17=3337(LC 1) FORCES. fib) -Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 762177004, 3-4= 7578/7188, 4-5=-7300/6967, 5-6=-10160/9714, 6-8=-11206/10655, 8-9= 9199/8587,9-10=-5683/5072,10-11=-1394/939,11-12=-1492/1026, 12-13=-1459/977,13-14=-1352/1174 BOT CHORD 2-27=-1160/1442, 26-27=-1160/1442, 25-26=-1932/1951, 23-25=-3266/3283, 22-23- 3266/3283,21-22=-2873/2871,19-21=-8281832,18-19=-284612709, 17-18=-8431/8230,16-17=-9114/8988,14-16=-9114/8988 WEBS 3-26=495/252, 4-26=-1856/1955, 5-26=-3170/3044, 5-25=-821/840, 6-25- 1569/1479, 6-23=-343/455, 6-22=495/436, 8-22=-466/558, 8-21=-2316/2291, 9-21- 1226/1230, 9-19=-3981/3895,10-19=.2095/2094,10-18=-6183/6108,11-18=-2931541, 13-17=-882/881,13-16=-608/598,12-17=-774/851 NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131°x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 on. Webs connected as follows: 2x4 - 1. row at 0-9-0 oc, 2x6.2 rows staggered at 0-9-0 on. 2) All loads are considered equally applied to all plies, except if noted as front IF) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise indicated. 3) 2x6 SP 2400F 2.0E bearing block 12' long at jt. 14 attached to each face with 3 rows of I Dd (0.131'x3') nails spaced 3' o.c. 12 Total fasteners per block. Bearing is assumed to be SP 2400F 2.OE. 4) Unbalanced root live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psh BCDL=3.Opsf; h=14ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exit C; Encl., GCpi=0.18; MW FRS (directional); parch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water pending. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 Walter P. Finn PE No.22839 MiTak USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810. Data: March 4,2019 AWARNING. VerlrydeslgnPeremetershndREAONOTES ONTHISANOINCLUDED MI]ExREFERANCEPAGEMIF747tlnv.1N032e15eEFOREUSE. valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not IS a truss system. Before use, the building designer must vanity the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for slablllN and to prevent collapse with posslble personal injury and property damage. For general guidance regarding me fabrication,and bracing and SCSI Building Component East Blvd. m Thus Plate lnstfutte. 218ssN.. Lee Stas reet. Suit 312. AI�o0dRriq VGuistA 22314*A�DSIHpantl lnformatbrxrvooble. e frorection Tempa8FLe 33610 ob- - Truss Truss Type - y DON CLUBHOUSE T76411395 75848 GRB HIP GIRDER 1ty 2 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 407:45:11 2019 Page 2 ID:n4lggLkCOMU26h9fs7Er5fzfGxB-uCSc_RZZmNA7 mOMG3w 157esbOP84gFyRolmKzeMoM NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25821b uplift at joint 2 and 370816 uplift at joint 17. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14. 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 195 lb down and 3231b up at 7-0-0. 103 to down and 168 It, up at 9-0-12, 103 Ito down and 168 lb up at 11-0-12, 103 Ito down and 168 Ib up at 13-0-12, 103 Ib down and 168 Ib up at 15-0-12, 103 lb down and 168 It, up at 17-0-12, 103 lb down and 168 It, up at 19-0-12, 103 to down and 168 Ito up at 21-0-12, 103 It, down and 168 It, up at 21-11-4, 103 lb down and 168 Ib up at 23-11-4, 103 lb down and 168 to up at 25-11-4, 103 No down and 168 It, up at 27-11-4, 103 Ito down and 168 Ito up at 29-11-4, 103 It, down and 168 lb up at 31-11-4, and 103 Ito down and 1681b up at 33-11-4, and 193 lb down and 316lb up at 36-0-0 on top chord, and 3231b down and 442 Ib up at 7-0-0, 84 lb down and 134 lb up at 9-0-12, 84 Ib down and 134 Ib up at 11-0-12, 84 Ito down and 134 It, up at 13-0-12, 84 lb down and 134 Ito up at 15-0-12, 84 Ib down and 134 It, up at 17-0-12, 84 It, down and 134 Ib up at 19-0-12, 84 lb down and 134 Ib up at 21-0-12, 84 lb down and 134 Ito up at 21-11-4, 84 Ito down and 134 Ito up at 23-11-4, 84 Ib down and 134 It, up at 25-11-4, 84 to down and 134 lb up at 27-11-4, 84 Ito down and 134 Ito up at 29-11-4, 84 Ito down and 134 Ito up at 31-114, and 84 It, down and 134 Ile up at 33-11-4, and 648 Ib down and 451 lb up at 35-114 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 (pig Vert: 1-4=54, 4-11=-54, 11-15=-54, 2-14=-20 Concentrated Loads (lb) Vert: 4=-148(B)7=-103(B) 11=-146(B) 26=323(B)18=264(B) 32=-103(B) 33=-103(B) 34=-103(B) 35=-103(B) 36=-103(B) 37=-103(B) 38=-103(B) 39- 103(B) 40=-103(B) 41=-163(B) 42=-103(B) 43- 103(B)44=-103(B)45=-63(B)46=-63(B)47=-63(B)48=-63(B) 49=-63(B) 50=-63(B) 51=-63(B) 52=63(B) 53- 63(B) 54=-63(B) 55= 63(B) 56- 63(B) 57=63(B) 58=-63(B) QWARNING-VerhydeslSnpmeraiiemanCREAD NOTES ON TH/SANU INCLUDED MREKREFERANCEPAGEMX7473rev. faroa¢B15 BEFORE USE. Design valid for use only with MReM connectors. This design Is based only upon parameters shown, and Is for an IntlNklual 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 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequlredforstabllityondtoprevent. 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 Caters, OSB49 and BCSI Building Component 6904 Parke East Blvd. Safely Informationer cfable from Truss Plate Institute. 218 IN Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 T16411396 75848 GRD Common Girder 1 n L .Inh Refnrnnrn lnmionall Scale=1:28.1 5x8 MT18HS 11 IV d maze 3x10 II dxlumildhi toxic= nuwzd 3x1011 nVOm M.I. HUS26 HUS26 HUS26 HUS26 LOADING (psi) TCLL 20.0 TCDL 7.0 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/TP12014 CS1. TC 0.82 SC 0.84 W B 0.57 Matrix -MS DEFL in Ve all-0.24 Vert(CT) -0.44 Horz(CT) 0.11 Wind(LL) 0.33 (Joe) I Lid 6-7 >B56 360 6-7 >469 240 5 n/a n/a 6-7 >640 240 PLATES MT20 MT18HS Weight: 173 lb GRIP 2441190 2441190 FT=20% LUMBER- BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc pur ins. BOT CHORD 2x6 SP 240OF 2.OE BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing. WEBS 2x4 SP No.3'Except' 3-7: 2x4 SP M 30 REACTIONS. (Ib/size) 1=5506/0-8-0, 5=6321/0-8-0 Max Hom 1=69(LC 7) • Max Uplift 1=-2970(LC 8), 5=-3410(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 1-2=-14941/8070, 2-3=-10793/5856, 3-4=-10795/5857, 4-5=-15566/8405' BOS CHORD 1-9= 7613/14175, 7-9=-7613/14175, 6-7=-7937/14775, 5-6= 7937/14775 WEBS 3-7=-3492/6528,4-7=-4898/2683,4-6=-1563/3007,2-7=-4255/2335,2-9=-1354/2620 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 Go. 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; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 psf bottom chord live load nonconcument with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2970 lb uplift at joint 1 and 3410lb uplift at joint 5. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-4-12 from the left end to 16-3-4 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-5=-54, 1-5=-20 Walter P. Finn PE No.22839 fit ek USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING - Verify dec/gnperemeters and READ NOTES ON TNISANDINCLUDED MIFEKREFERANCEPAGEMP-2473MV. 1""TISIBEFOREUSE. Design valid for use only with MBekG connectors. this design Is based only upon parameters shown and Is for an Individual buliding component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and property Incorporate this design Into the overall buldIng design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems. seoANSVIPII GualMr CMeda, D38-09 and SCSI 9ulOh0 Component 6904 Parke East Blvd. Safety Informationovollable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandra. VA 22 14, Temps, FL 33610 Job Thus ype Ory Ply SEDONA CLUBHOUSE T76411396 75848 GRD GRD Common Girder 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2016 MiTek Industries, Inc. Mon Mar 4 07:45:122019 Page 2 ID:n4lggLkCOMU26h9fs7Er5fzlGxB-MPO_BmaBXhiscwbYgnRDZIgnV4fStdKPBSXslmzeMoL LOAD CASES) Standard Concentrated Loads (lb) Vert: 7=-1318(F) 13=-1318(F) 14— 1318(F) 15=-1318(F) 16=-1318(F) 17=-1318(F) 18=-1318(F) lg= 1318(F) QWARNING-Vedlydau9npammeremand REl1DN0TES ON THISAND INCLUDED MrIEKBEFERANCEPAOEMIF74AIrl laGWO15BEFOBEUSE Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an IndNldual bulltling component, not a truss system. Before use, the bulltling designer must verify the oppllcablllN of design parameters and properly Incorporate this design Into the overall bullding design. smell Indicated is to prevent buckling of Individual buss 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 regoaing the fabrication. storage, delivery, erection antl bracing of trusses and truss systems seeANSVIl CualMv Cr6nb, DS349 and SCSI Building Component 6fl Parke East BNd. Safely Informatiomvoroble from Thuss Plate Institute. 218 N. Lee Sherri. Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss - - cuss ype � Oty Ply �SEDONACWBHOUSE T78411397 75848 J1 JACK -OPEN 4 1 _ Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 4 07:45:13 2019 Page 1 ID:MlggLkCOMU26h9fs4 Er5fz(G%B-maMP68pl_Oj E4AINUyS6W CZOPBFcC VYPIHPgDwMoK -2-0-0 1-0. 2-0-0 §09 Scale =1:6.8 M LOADING fast) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3= 20/Mechanical, 2=261/0-8-0, 4=-58/Mechanical Max Horz 2=74(LC 12) Max Uplift 3=-20(LC 1), 2= 340(LC 12). 4=-58(LC 1) Max Grave 3-46(LC 12), 2=261(LC 1). 4=105(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vtl60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh Ii 4ft; B=45f; L=24N; eave=4ft; Cat. If, Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch 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 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 20 lb uplift at joint 3, 340 lb uplift at joint 2 and 58 to uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING - Verhydeslgnpammetem and READ NOTES ON TNISAND INCLUDED MITEK REFENANCEPAGEMIP74Ta rev, lONYtafSBEFONE USE. Design void for use only with Maek® connectors. The design Is based only upon parameters shown, and Is for an Intllvdual building component, not a truss system Before use, the building designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall bulldIng design. Bracing indicated is to buckling of Intllvidual truss web and/or chord members only. Additional temporary and permanent brccing MiTek' prevent Is always required for stabilty and to prevent collapse with possible personal injury and property tlamaps. For general guidance regarding he fobricatlon. storage, delivery, erectlon and bracing of trusses and muss systems. seeANSVIPiI Quality CtltMp, DSB49 and BC516uldhrp Component Safety Infotmotionavoiclole from Truss Plate Institute, 218 N. Lee street, Sure 312, Alexandea. VA 22314. 6964 Parke East Blvd. Tampa, FL 33610 "t•1'O^^ �f1^ ^ Job Truss- - Oty Ply=SEDONACIUBHOUSET16411398 75848 J3 FrussyppEe N 4 al) Chambers Truss, Inc., Fort Pierce, FL 8,240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 4 07:45:13 2019 Page 1 ID:n4lggLkCGMU26h9fs?Ef5fzfG%B-rbaMPGapl_OjE4AINUyS6W CzOP9TcCVYPIHPgDwMoK -2-0-0 3-0.0 2-0.0 3-0-0 Scale=1:10.2 3-0-0 Plate Offsets (X,Y)-- I2:0-1-6,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hom(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=49/Mechanical,2=258/0-8-0,4=21/Mechanical Max Ham 2=108(LC 12) Max Uplift 3=41(LC 9), 2= 314(LC 12), 4=-41(LC 9) Max Grav 3=49(LC 1). 2=258(LC 1), 4=46(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) y(ind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=45ft; L=24ft; eave=4ft;Cat. 11; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Extedor(2) -2-0-9 to 0-9-12, Intedor(1) 0-9-12 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber D0L--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 41 Ib uplift at joint 3, 3141b uplift at joint 2 and 41 Ib uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 ,&WARNING-V fify EeslgnparemeferaenOREAD NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEMIb7473mv 1W0.Y1015 BEFORE USE. Design valid for use only with Meek® 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 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 buss systems, seeANSVIPIf QualMryyy Criteria, D311A9 and BCSI Building Component 6904 Parke East Blvd.Safety Informalbrwvallabie from Truss Plate Insmum. 218 N. Lee Street, Suite 312, Alexantlrlo. VA 22314, Tampa, FL 33610 Job -]Truss russ ype Oty Ply SEDONA CLUBHOUSE T76411399' 75848 J5 JACK -OPEN 5 1 Job Reference (optional) a,us uec o Gu r o ml l eR l nausmes, Inc. mon mar 4u :4o:i4 Zula race 1. 9 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vart(LL) 0.13 4-7 >471 240 TCDL 7.0 Lumber DOL 1.25 RC 0.88 Ven(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=106/Mechanical, 2=316/0-8-0, 4=54/Mechanical Max Hors 2=144(LC 12) Max Uplift 3=-100(LC 12), 2=-362(LC 12), 4=-77(LC 9) Max Gray 3=106(LC 1), 2=316(LC 1), 4=85(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale=1:13.8 PLATES GRIP MT20 244/190 Weight: 19111 FT=20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 7-6-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124rl TCDL=4.2pst BCDL=3.Opst h=14ft; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-9 to 0-9-12, Interior(1). 0-9-12 to 4-11A zone; porch 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 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 beading plate capable of withstanding 100 lb uplift at joint 3, 362lb uplift at joint 2 and 77 lb uplift at joint 4. Walter P. Finn PE No.22839 Mil USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3381D Date; March 4,2019 Q WARNING -11.61yreefer; pk..fe. antl READ NOTES ON THIS AND INCLUDED Mrr£K REFERANCE PAGE MIP74M rev. IdUsIsLalS BEFORE USE. Design valid for use only with M8ek@connectors , This design is based only upon parameters shown, and is for an individual building component, not �■- ■` a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property pottage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualMMyy Cifr.6o, DSB.89 and SCSI Bull Component 6904 Parke East 814. Safety Informotionavaiiable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexontlrlo, VA 22314, Tampa, FL 33610 Job" Fuss - Fuss ype Cry Ply SEDONACLUBHO S T76411400 75848 J5A JACK -OPEN 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 Mil Industries, Inc. Mon Mar 4 07:45:14 2019 Page 1 ID:MIggLkCOMU26h9fs?Er5fz(GxBJn8keShR3lYarDlnCThejlSgpLMLBiePOzNfzeMoJ -2-a0 5.0-0 ' 2.0.0 I 5.0-0 Scale=1:13.8 pz-8 5-0-0 2- 4-9.8 Plate Offsets (X Y1— f2:0-0-10 Edgel LOADING (psQ SPACING- 2-M CSI. DEFL in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(L-) 0.13 4-7 >471 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Ida n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=106/Mechanical, 4=54/Mechanical, 2=316/0-3-0 Max Horz 2=144(LC 12) Max Uplift 3=-100(LC 12), 4=-77(LC 9), 2=-362(LC 12) Max Grav 3=106(LC 1), 4=85(LC 3), 2=316(LC 1) FORCES. (lb) - 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 puffins. BOT CHORD Rigid ceiling directly applied or 7-6-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 tc 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 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 Ib uplift at joint 3, 77 lb uplift at joint 4 and 3621b uplift at joint 2. Walter P. Finn PE No.22839 Ill USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 AWARNING - Verify deslSnperemelersandREAD NOTES ONTheiINCLUDED MREKREFERANCEPAGEMs.7473rev. IM34015BEFOREUSE Design valid for use only with MRekO connectors. III doslgn 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 ihls design Into the overall bulltling design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcanon, storage, delivery, erection and bracing of trusses and truss systems seeANSUIPII GualXy Cdlbda, Gall and SCSI luldlnp Compononf 6904 Parke East Blvd. Salary lnlamsal mcvc1Iable from Truas Plate Imtrate. 218 N. We Street. Suite 312. Nexondea. VA 22314. Tampa, FL 33610 Job -Truss Truss Type Cry Ply SEDOR715l T76411401 75848 J7 JACK -OPEN 32 1 _ Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 4 07:45:15 2019 Page 1 ID:n4lggLkCOMU26h9fs7Er5fzIGxB-n i7goc3gchRTNK7Vv7wBxlMvDan467d3mWv5zeMol LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ve art 0.34 4-7 >246 240 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.15 4-7 >541 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 REACTIONS. (Ito ize) 3=157/Mechanical, 2=383/0-8-0, 4=83/Mechanical Max Horz 2=180(LC 12) Max Uplift 3=-152(LC 12),2=-424(LC 12), 4=-114(LC 12) Max Grey 3=157(LC 1), 2=383(LC 1), 4=124(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown. Scale=1:17.5 PLATES GRIP MT20 244/190 Weight: 251b Fr=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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=141 B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 6-11-4 zone; porch left 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 fora live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1521b uplift at joint 3, 4241b uplift at joint 2 and 1141b uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: March 4,2019 QwARNING-Verity design peremetersend REAUNOTES ON THIS AND INCLUDED UITEKREFERANCE PAGE hal-7473ray. iND3N0l$ BEFORE USE. Deslgnvalidforuseonlywith Vil connectors.IDIs design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the bullding designer must verify the appllcabllity, of design parameters and properly Incorporate fi is design Into the overall building design. Bracing lndimted is to prevent buckling of lndNldual 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 lNury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeAllue t Quality Criteria, DS549 and SCSI bull Component 69M Parke East Blvd. Safety tnformalbMvoil le from truss Plate Insfil 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 a Truss - Truss Type city Ply L B OUSE 7164114D2 75848 JA1 JACK -OPEN 4 1 Joh Referents (optional) unamoers 1 russ, Inc., ton Fierce, rL a.L4u s uec b zulo ml I eK Industries, Inc. man mar 4 a :go:la Lula rage 1 ID:n4lggLkCOMU26h9fs?ErSfzfGxB-FAGV1Bdibvpl5XvK3dW 9k8gUgcDopZF_fijV3RYzeMoH Scale = 1:6.8 Plate Offsets (X Y)-- 12:0-1-2 0-0-01 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.75 Vert(L-) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.11 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MP Winrl -0.00 5 >999 240 Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3= 20/Mechanical, 4=-58/Mechanical, 2=261/0-3-0 Max Holz 2=74(LC 12) Max Uplift 3=-20(LC 1), 4=-58(LC 1), 2=-359(LC 12) Max Gmv 3=37(LC 12), 4=94(LC 12), 2=261(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - ,I) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=141t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(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 lost bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201In uplift at joint 3, 58 lb uplift at joint 4 and 359 Ib uplift at joint 2. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33BIO Data: March 4,2019 ®WARNING.Verlrydadan paramefemantl REAO NOTES ON THIS ANO/NCLUOEO All REFERANCEPAGE MX747Jrey, faMWY0/5BEFOREUSE. Design valid for use only with Mill 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 cppllcablilty, of design parameters and property Incorporate this design Into the overall design. Bracing Indicated is to buckling Individual hum web Intl/or chord members only. Additional temporary and permanent bracing MiTek' building prevent of s always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems, rodANSUB'n Quality Ciliate. Dal and BCSI BuldkrQ Component fi904 Palle East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandrla. VA 22314. Tampa, FL 33610 o nrss Truss Type I I Qfy�ly EDONACLUBHOUSE T76411403 75848 JA3 JACK -OPEN 4 1 Job Reference (optional) wamoers I was, Inc., ran rierce, rL 8.240 a Dee 5 2018 Nat ek Industries, Inc. Mon Mar 4 07:45:16 2019 Page 1 ID:n4lggLkCOMU26h9fs?Er5fzfGxB-FAGV18dibvpl5XvK3dW 9k8gUgcBApZF_6jV3RYmMoH Scale =1:10.2 IR . Plate Offsets (X,))-- [2:0-1-6,0-0-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Ved(CT) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=49/Mechanical, 4=21/Mechanical, 2=258/0-3-0 Max Hom 2=108(LC 12) Max Uplift 3=-41(LC 9), 4=41(LC 9). 2=-314(LC 12) Max Gray 3=49(LC 1), 4=46(LC 3), 2=258(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 on pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft;.B=45f; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 to 2-11-4 zone; porch 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 tmss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint 3, 41 lb uplift at joint 4 and 314 Ib uplift at joint 2. Waiter P. Rnn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 Q WARNING -Vedrydealgnparamereraend READ NOTES ON MIS AND INCLUDED M?EKNEFENANCEPAGEMIF7479rev. 1gNY1015 BEFORE USE. Design void for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an IndIvldual bulltling component, not ��- a hers system. Before use, the bulltling designer must verify he applicability of design parameters and properly Incorporate Mls design Into the overall bulltling design. Brocing Indicated is to prevent bucking of lnclOdual truss web and/or chord members only. Additional temporary and permanent bwcing MiTek' Is always required for stability 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 truss systems, seeANSVIPII Gu Criteria, DSB49 and SCSI Building Component 69N Parke East Blvd. Safety International from Truss Plate Institute. 218 N. tee Sheet. Suite 312. Alewandea. VA 22314. Temp., FL 33610 Toll Truss Thus Type - DONA BHOUSET76411404 7tyfy 75848 JAB JACK -OPEN 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITER: Industries, Inc. Mon Mar 4 07:45:17 2019 Page 1 ID:n4lggLkCOMU26h9fs7Er5fzfGxB-jMptFUeKMDx9ihT W cK1 OGMNdsONpYOV8KNFd_mMaG -2-0-0 5-0-0 2 0 0 5.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.05 Vert(LL) 0.11 4-7 >520 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 ri n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or3-2-14 oc putting. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. All bearings 0-8-0 except (jl=length) 3—Mechanical. 2=0-3-0. (lb) - Max Horz 2=144(LC 12) Max Uplift All uplift 100lb or less at joint(s) 3, 4 except 2=-358(LC 12) Max Grav All reactions 2501b or less aijoint(s) 3, 4, 4 except 2=313(LC 1) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14tt; B=45N; L=24ft; eave=4N; Cat. II; Expo C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Interior(1) 0-9-12 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 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 whom 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) 3, 4 except Qt=lb) 2=358, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 0904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING -Verily design parameters end HEAD NOTES ON MIS AND INCLUDED Mi KREFENANCEPAGEMIP74TJmv. I&TUAR156EFONEUSE Design valid for use only with MPeI43, connectors. fits design Is based only upon parameters shown, and Is for an Individual bullding component, not o truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndNldual fnrss web chafer chord members only. Additional temporary and permanent bracing MiTek- Isalways 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 ontl muss systOnI SeeANSVIPII Qua[ M Cifil DSlA9 and BCSI Buldbp Component 6904 Parke East Blvd. Safety Nbrg formalvaeable from Truss Rate Insnlule, 218 N. Lee Street Suite 31Z Alexandre. VA 22 14. Tampa, FIL W610 o Truss Thus Type Ply DONA CLUBHOUSE T76411405 75848 KJ7 Diagonal Hip Girder r 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 4 07:45:17 2019 Page 1 ID:n4lggLkCOM U26h9fs7 Er5fzfGxB-)MptFUeKMDx9ihT W cK1 OGMNIrOVOYxABKNFd_wMoG v.. — NAILED NAILED NAILED NAILED Scale: 1/2'=1' LOADING (psf) SPACING- 2-M CSI. DEFL in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ve III0.09 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Verl(CT) -0.07 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(CT) -0.01 5 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-9-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=122/Mechanical, 2=516/0-10-15, 5=288/Mechanical Max Horz 2=179(LC 8) Max Uplift 4_ 119(LC 8). 2=-551(LC 8), 5=-279(LC 8) FORCES. (Ib) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 842!/62 BOT CHORD 2-7— 808f796, 6-7=-808/796 WEBS 3-7= 196/255, 3.6=-832/845 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=14ft; B=45ft; L=24111; eave=41t; Cat. II; E1p, C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live Iliad nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) except lit=lb) 4=119, 2=551, 5=279. 6) "NAILED" Indicates 3-1 Did (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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 12=-59(F= 30, B=30) 13=60(F=30, B=30) 14=2(F=1, B=1) 15=51(F=-25, B=-25) I� Walter P. Finn PE No.22839 all USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING. Verllydestgnparametemand READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMIF7413 rev. 10,10120156EFOREUSE Design valld for use only with MRekg 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 tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing lndlcated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requiretl for stablllty and to prevent collapse wth possible personal injury and property damage, For general gultlance regarding he fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Cdbda, DS849 and SCSI loading Component 69M Parke East Blvd. Safety Informationovailoble from Trot Plate Institute. 216 N. Lee Street Suite 312 Alexandre. VA 22314, Tampa, FL 33610 job nus runs Typa Oly Ply SEDO CLUBHOUSE T76411406 75848 KJA DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierre, FL 8,240 s Dec 6 2018 MiTek Industries, Inc. Mon Mar 4 07A5:18 2019 Page 1 ID:n4lggLkCOMU26h91s7Er5tAGXB-BZNFSgey7%30K2iA2YdpZwwbOthH5FHZ1 AWQwMaF -2-9-15 5-3-15 &3-10 9.10.1 2-9.15 5-3-15 P17-10 M-7 Stele: 1/2'=1' I� "' NAILED NAILED 2x3 II NAILED LOADING (psi) TCLL 20.0 TCDL 7.0 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/TP12014 CSI. TC 0.34 BC 0.15 WB 0.10 Matrix -MS DEFL. in Vert(ILL) 0.06 Verl -0.04 Horz(CT) -0.00 (lot) I/deft Ud 6-9 >999 240 6-9 >999 240 4 rda nta PLATES GRIP MT20 244/190 Weight: 36 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 6=0-11-5, 2=04-0. (Ib) - Max Horz 2=179(LC 24) Max Uplift All uplift 100 lb or less atjoint(s) 4 except 6=-563(LC 8), 2=-471(LC 8) • Max Grav All reactions 2501b or less atjoint(s) 4, 5 except 6=481(LC 1), 2=344(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. WEBS 3-6=327/323 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=14ft; B=45ft; L=24ft; eave=oft; Cat. II; Ety C; Encl., GCpi=0.18; MWFRS (directional); porch left 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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" 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 (lt=lb) 6=563, 2=471. 6) 'NAILED' indicates 3-1 Od (0.148'x3') or2-12d (0.148'x3.2S) toe -nails per NDS 9uldlines. 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 (plo Vert: 1-4=54, 5-7=-20 Concentrated Loads (lb) Vert: 11=-58(F=-28, B=-30) 12=60(F=30, B=30) 13=2(F=1, B=1) 14=-50(F=-25, B=-25) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 A WARNING. Verify design parameters end BEAD NOTES ON MIS AND INCLUDED M/TEK BEFEBANCE PAGE MIA74M rev.1 0,024e 15 BEFORE USE. Design valid for use only with MOek® connectors. This design is based only upon parameters shown, and is for an individual bullding component, not a truss system. Before use, the bufachg designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design.Bacing Indicated is to buckling of hdrodual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stoically and to prevent collapse with posalble personal injury and property damage. For general guidance regarding the storage, delivery, erection and brocing of trusses and buss systems weANSVTPII Quality, Criteria, b5649 and EC61 Building Component 6994 Parke East Blvd. Sably mforrnatbrpvaaable from Truss Plate Institute, 218 N. lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 o rusts Truss Type Oty Ply SE SE T16411407 75848 KJB DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Mon Mar 4 07:45:192019 Page 1 ID:n4lggLkCOMU26h9fs?Er5fzfGxB-flxdfAfatgBt ?dukl3sLnS5KgCeOsJRohkl2swMoE -2-9-15 5-3-15 9.10.1 2-9.15 I 5.3-15 4-6-2 "� NAILED NAILED NAILED 3x4 = LOADING (pall SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale: 1/2'=1' CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TC 0.34 Vert(LL) 0.06 7-10 >999 240 MT20 2441190 BC 0.23 Vert(CT) -0.03 7 >999 240 WB 0.30 Horz(CT) -0.01 5 Na n/a Matrix -MS Weight: 42111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-11-11 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 6=0-11-5, 2=0-4-4. (lb) - Max Holz 2=179(LC 24) Max Uplift All uplift 10011b or less atjoint(s) except 4=-112(LC 8), 5=-528(LC 3), 6=-947(LC 8), 2=-650(LC 8) Max Grav All reactions 250 lb or less at joint(s) 4 except 5=576(LC 8), 6=837(LC 3), 2=498(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-742/779 BOT CHORD 2-7=-823/699, 6-7=-823/699 WEBS 3-6=-731/861 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left 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 112 lb uplift at joint 4, 528 lb uplift at joint 5, 947 lb uplift at joint 6 and 650 lb uplift at joint 2. 6)'NAILED' indicates 3-10d (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-0=54, 5-8=-20 Concentrated Loads (lb) Vert: 12=-59(F=-30, B=-30) 13=60(F=30,B=30) 14=2(F=1, B=1) 15=-51(F=-25, B=-25) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 3361D Date: March 4,2019 AWARNING-VerifydesignparemefersandREADNOTESONMISANDINCLUDEDMREKREFERANCEPAGEMIllrsv IOD32015SEFOREUSE. Design valid for use only with MUe& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullden8 designer must verify the appllcolpity 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. Addlflonal temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with possible pawnor Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses antl truss systems seeANSVrPII Cuolay Canada. D3949 and IsCSI BWtlhp Component 6904 Parke East BNd. Safety Infemrallonavoilable from Truss Plate Institute. 218 N. Lee Street, Butte 312, Alexandra, VA 22314. Tampa, FL 33610 Truss Type Ply SEDONA T T76411408 75848 D COMMON STRUCTURAL GA 1 1 Job Reference (OpfiOnaE Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 Mil Industries, Inc. Mon Mar 4 07:45:20 2019 Page 1 ID:n4lggLkCOMU26h9fs?Er5fzfGxB.7xVOtW gCe8JkZ8C51Sa5u_7CLEVIIKgaOKTHaJzeMoD -2-a0 a-11-e 8-l3 12.4-e n-4-D is-4.0 2-0.0 2.8-0 2-3-B 3-B-8 3-B-B 4-17.9 2-0-0 Scale=1:34.5 44 = 45 = 3.6 = 45 = 3x8 = Plate Offsets (XY)-- f2:0-1-10 Edgel I4:0-0-11 0-1-81 f6:0-0-11 0-1-81 f7:0-1-10 Ednel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Udetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(L-) 0.32 9-25 >647 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.19 9-25 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) -0.04 7 n/a I BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 85 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=752/0-8-0, 7=752/0-8-0 Max Ho¢ 2=86(LC 11) ' Max Uplift 2=-825(LC 12), 7=-825(LC 12) BRACING - TOP CHORD Structural woad sheathing directlyapplied or5-11-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 1427/2662, 3-4=-1378/2565, 4-5=-1054/2065, 5-6=-1053/2060, 6-7= 1391/2491 BOT CHORD 2-11=-2367/1318, 9-11=-2367/1318, 7-9=-2314/1303 WEBS 5-9=-1134/486, 6-9=-382/592,4-9= 399/694, 3-11=323/151 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 0-9-12, Intedor(1) 0-9-12 to 8-8-0, Exterior(2) 8-e-0 to 11-8-0, Interior(1) 11-8-0 to 19-4-9 zone; 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) 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. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 Do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with anyother 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 825 lb uplift at joint 2 and 825lb uplift at joint 7. Walter P. Finn PE No.22839 Ifil USA, Inc, FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Data: March 4,2019 Q WARNING -yedlydeslgnpareskofix enJREAD NOTES ON THIS AND INCLUDED M71EKREFERANCERAGEMPF747lrev. Partial BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not ' atruss system. Before use, the building designer must verify the appicobllly of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Intlivldual truss web and/or chord members only. Additional temporary and permanent bracing pA MiTek- isalways required for sal and to prevent collapse with possible personal Injury and property damage. For general guidance regcrding the 5904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSti Quality CdUda, DSE49 and SCSI Building Component Sahly Inlatmatbnwallable from Truss Plate Institute, 218 N. We Street. Suite 312. Alexandria, VA 22314. Tarr FL 33610 o - - Truss Truss Type - ry y SED NAC UBHOUSE T76411409 75848 V4 Valley 2 1 Jab Reference (optional) UnamDers Iruss, Inc., ran Pierce, FL L 3 4.00 r12 3x4 2 8.240a Dec 62018 Mil ek Industries, Inc. Man Mar 4 07:45:22 2019 Paget ID:n4lggLkCOMU26h9fs7Er5fAGxB-4KdmlBhTAIZSpSMTPtdZzP4gT1 GODHktUeyOfBzeMoS 3x4 3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (fee) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a - WE 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=81/4-0-0, 3=81/4-0-0 Max Horz 1=9(LC 11) Max Uplift 1=-43(LC 12), 3=-43(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Scale = 1:7.5 PLATES GRIP MT20 244/190 Weight: 9lb FT=20% Structural wood sheathing directly applied or 4-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsf; h=14tt; B=45ft; L=24ft; eave=4tt; Cat. II; Exle C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 3. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2019 O WARNING -Verity design peramaleraand READ NOTES ON TN/SAND INCLUDED MmEKREFERANCEPAGEMIF74T3mv. 1d1014915BEFORE USE. Design void for use only wah MRekO connectors. Mis 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 appllcobirty 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. Addlilonoi temporary antl permanent bracing MiTek' 8 always required for slabalty and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding Me fobrka om storage, delNery, erecflon and bracing of trusses and truss systems. seeANSVrPII Cualih Calera, DSB49 and BCSI Bulding Component 69M Parke East Blvd. Safety Informationwailoble from Truss Plate Institute, 218 N. Lee Sheet Suite 312. AlexontlAo. VA 22314. Tampa, 1 33610 75848 V8 IValley 12 1 1 I T16411410 4.00 12 30 -- 2 4 4x4 = 2x3 II ID:n4lggLkCOMU26h9fs?Er5fzfGxB-YWBBV)G5x3hlOcxgzbBoW ddmRbcyjgOjlixBeuMnA LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (roc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) rita - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.07 Hoa(CT) 0.00 3 n/a rVa BCDL 10.0 Code FBC2017ITP12014 Matdx-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=110/8-0-0, 3=110/8-0-0, 4=239/8-0-0 Max Hoe 1=25(LC 11) Max Uplift 1= 70(LC 12), 3=-70(LC 12), 4=-104(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 ite) or less except when shown. WEBS 2-4=-162/252 3x4 PLATES GRIP MT20 244/190 Scale = 1:14.8 Weight: 23 lb FT=20 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=16Omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) - 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 3 except (jt=1b) 4=104. Walter P. Finn PE NoMO39 Mill USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610, Date: March 4,2019 Q WARNING -Verify Eesignperamefsra And READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE aR,7473rex. 1G=?TI5 BEFORE USE. Design valid for use only with Mike, connectors, This design 13 based only upon parameters shown, and Is for an individual building component, not a two; system. Before use. Me building designer must verity the applicability of design parameters antl 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 Welk' b always required for stabllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and Ines systems. sessANSUrrit Quality Criteria, DS349 and WAI Building Component Safety mformolbinvallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandra, VA 22314. 6904 Parke Easl BNd. Tampa, FL 33610 V12 T16411411 4x5 = 2 Scale = 1:18.9 4 3x4 G 2x3 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) Na - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.10 Horz(CT) 0.00 3 Fire n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP NILS BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=161/12-0-0, 3=161/12-0-0, 4=434/12-0-0 Max Harz 1=-41(LC 10) Max Uplift 1=-95(LC 12), 3=-95(LC 12), 4=-211(LC 12) Max Gmv 1=167(LC 21), 3=167(LC 22), 4=434(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-288/332 PLATES GRIP MT20 2441190 Weight: 36lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=14ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 3-10-13, Interior(1) 3-10-13 to 6-0-0, Exterior(2) 6-M to 9-M. Interior(1) 9-M to 11-1-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 95 lb uplift at joint 1, 95 lb uplift at joint 3 and 211 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 Q WARNING. Verify deargn paremetera and READ NOTES ON THISAND INCLUDED MIEKREFERANCE PAGEMII.74nnev. 101OR0159EFOREUSE. Design valld for use only wlth Mffelb 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 applicoblllly of design parameters and properly Incorporate this deslgn Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with Possible personal injury and property damage. For general guldonce regarding the fabrication, storage, calvary, erection and brocing of trusses and tmss systems. weANSI/IPI7 Quality Cathode, OSS49 and BCSI Buldhp Component 6904 Parke East BNd. Tampa, FL 33610 Safety tntommtionavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Tmss Truss ype Ply SEDONA CLUBHOUSE T76411412 75848 V16 Valley 2 1 Job Reference (optional) runs, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Mon Mar 4 07:45:21 2019 Page 1 MU26h9fs?Er5fzlGxB.c7304rhgPSRbBInHrA6KOCYSIdvIUpGkF Dg717BMoC Scale = 1:25.3 4x4 = 3x4 8 7 6 3x4 2.3 11 5x6 = 20 II Plate Offsets (X,Y)— f7:0-3-0,0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) rVa - n/a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.08 Horz(CT) 0.00 5 n/a rile BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 5216 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORO Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-57(LC 10) Max Uplift All uplift 1001b or less at joints) 1, 5, 7 except 6_ 191(LID 12), 8=-191(LC 12) Max Grav All reactions 250111 or less atjoint(s) 1, 5 except 7=270(LC 1), 6=311(LC 22). 8=311(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib).or less except when shown. WEBS 4-6=-231/264, 2-8=-231/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-10-13 to 4-0-0, Interior(1) 4-0-0 to 8-0-0, Extedor(2) 8-0-0 to 11-0-0, Interior(1) 11-0-0 to 15-1-3 zone;C-C for members and forces F, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except 61=11b) 6=191, 8=191. Waller P. Finn PE No22839 MiTek USA, Inc. FL Carl 6634 0904 Parke East Blvd. Tampa FL 33610 Data: March 4,2019 Q WARNING -yed/ydesl9nparemetemand READ NOTES ON MIS AND INCLUDED MUEKREFERANCEPAGEMIF7473 rev. 10,03Y2015BEFOREUSE Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and Is for an Indlvlduol building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameten end property Incorporate this design Into the overall buiicingdesign.Bracing indicated b to prevent buckling of lntlNlducl truss web and/or chord members day. Additional temporary and permanent bracing MiTek- Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricafil storage, delivery, erection and bracing of musses and muss systems, seeANSUTPIT Cual C1BI DSB49 and SCSI Building Component 6904 Parke East Baird.Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexontlrlo. VA 22 1A 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. 0 ��ldr For 4 x 2 orientation, locate plates 0-1v9' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. 'Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING 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 1 6-4-8 I dimensions shown infisixteenths t scale) II'�I (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-131 1, 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 ANSIlrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek° Mirek 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/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 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 responsibillty of inns fabricator. General practice Is to camber for dead load deflection. 11, Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing a110 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 an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks, Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20, Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria.