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HomeMy WebLinkAboutTRUSS PAPERWORK.\L. ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® SCANNED BY RE: 74267 - Rodney Hall Garage/CTF 6t. Lucie County MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Rodney Hall Concrete Project Name: Garage Model: Tampa, FL 336104115 Lot/Block: Subdivision: Address: unknown City: Port St Lucie __—State:- FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings w pec a Loading Conditions): ��rN Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7. w� Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 50 individual, Truss Design Drawings and 0 Additional Drawings_ With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engine conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineer,, INo. Seal# Truss Name Date No. Seal# JTruss Name I Date 1 IT10874023 A 4/13117 118 IT10874040 61 4/13/17 12 IT10874024IA1 4/13/17 I19 T10874041 IGRA 4/13/17 13 IT10874025 IA2 I4/13/17 20 T10874042 GRA1 4/13117 14 IT10874026IA3 14/13117 121 IT10874043IGRL 14/13117 I 15 IT10874027IA4 I4/13/17 I22 IT10874044IGRM 14/13/17 I 16 IT10874028IA5 I4/13117 I23 IT10874045IGRR I4/13/17 17 IT10874029IA6 14/13/17 124 JT10874046IAA 14/13/17 I 18 IT10874030IA7 14/13/17 125 IT108740471J3A 14/13/17 I 19 IT10874031 IAA 14/13/17 126 IT10874048 I J5A 14/13/17 I 110 IT10874032 JAB I4/13/I 27 I110874049 1J5B 14/13/17 I11 IT10874033 JAC I4/13/17 I28 IT10874050 IJ7 14/13/17 I 112 IT10874034IAD 14/13/17 129 IT10874051 IJ7B 14/13/17 I I13 IT10874035IAE 14/13/17 130 IT10874052IJA 14/13/17 I 14 IT10874036IAF 14/13/17 131 IT10874053IJB 14/13/17 115 IT10874037 JAG 14113/17 132 IT10874054 IJC 14/13/17 16 T10874038IAH 14/13/17 133 IT10874055IJD 14/13117 I17 IT10374039IB 14/13/17 134 IT10874056IKJ5 14/13/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were giveh 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 shodrd verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. IN v,,, to. .` Ng'.��i� No 68182 STATE" OF '•t1/ %. Joaquin Velez PE No.68182 Mlrek U5A, Inc. FL Cart 6634 6904 Parke East 1110 Tampa FL 33610 Date: April 13,2017 Velez, Joaquin 1 of 2 RE: 74267 - Rodney Hall Garage/CTF Site Information: Customer Info: Rodney Hall Concrete Project Name: Garage Model: Lot/Block: Subdivision: Address: unknown City: Port St Lucie State: FL No. Seal# ITruss Name Date 35 IT10874057 IKJ7 114/13/17 136 IT10874058 I KJ7A 14/13/17 137 IT10874059 IL 14/13/17 138 IT10874060 I L1 14/13/17 I39 T10874061 I L2 14/13/17 140 IT10874062 I L3 14113/17 41 IT10874063 IL4 4113/17 42 IT10874064 I L5 14/13/17 I 43 _IT10874065 I L6 14/13/17 I 144 IT10874066 I L7 14/13/17 145 IT10874067 I R 14/13117 I 46 T10874068 I R1 14113/17 47 T10874069 I R2 14/13/17 148 IT10874070 I R3 14/13/17 149 IT10874071 I R4 14/13/17 150 IT10874072 I R5 14/13/17 I 2of2 Job Truss Truss Type aty Ply Rodney Hall GmagdcTF T10874023 7467 A MONO HIP 1 1 Job Reference(national) cl ambers trvss, Pon Please, FL .4 �1-0-0 6812 i; 6-2-13 6-1-1 5,8 = 4x5 = &2.13 Scale = 1:61.6 45 = 15 11 34 II 3x5 3x6 = 3.10 = 34 = 4.5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/de8 Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.59. Ven(LL) -0.20 13-14 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Ven(TL) -0.48 13-14 , >868 240 BCLL 0.0 Rep Stress lncr YES WB 0.88 Horz(TL) 0.11 10 rda We BCDL 10.0 Code FBC2014ITP12OD7 (Matrix-M) Wind(LL) 0.33 13-14 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS..(lb/size) 10=1265/0-8-0, 2=134110-8-0 Max Hors 2=274(LC 12) Max Uplift10=854(LC 12), 2=-930(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-22=2840/2339, 22-23=2777/2347, 3-23=275712354, 34=2526/2163, 4-24=-2896/2469, 24-25=2896/2469, 5-25=2896/2469, 5-26=266112226, 6-26=2661/2226, 6-7=2661/2226, 7-27=2661/2226, 8-27=266112226, 8-28=1732/1445, 9-28=1732/1445, 9-10=-1208/1088 BOT FHORD 2-17=-2396/2600, 16-17=2396/2600, 15-16=2084/2345, 14-15=2084/2345, 13-14=2469/2896,12-13=-1445/1732,11-12=-1445/1732 WEBS 3-16=343/390, 4-16=213/335, 4-14=517(/49, 5-14=267/311, 5-13=276/286, 7-13=314/369, 8-13=921/1095, 8-11=936/932, 9-11=-1674/2011 PLATES GRIP MT20 2441190 Weight: 182 Ito FT=20 Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 4-8-5 oc bracing. 1 Row at midpt 9-11 II NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=3.Opsf, h=19ft; B=45ft; L=35ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 283, Interior(1) 2-6-3 to 10-0-2, Extenor(2) 10-0-2 to 14-11-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 unless othenvise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunentwith any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 854:Ib uplift at joint 10 and 9301b uplift at joint 2. 8) "Semi -rigid pitchlereaks including heels' Member end fixity model was used in the analysis and design of this truss. AwARNING-verify design pammsmrs endREAU NOTES ON THIS AND INCLUDES MITEK REFERENCEPAGEMII-7473 rev. 1a03Q015 BEFORE USE Design mral for use an With MRek® ommecters. The devgn is based a* upon parameters Shaun, and is for an individual building component, not Not ease system. Before use, the building designer mustvenly the applicability of design parameters and property Incer orate this design Into the overall buldiagdevil Bradngindimtedistopmn ntbutkangatindividualtmssnrebandlordloNmemb mwo i. Additionaltempome, and pemanen[bracing M!Tek' Is always required for stability and to panned mgapsewitll possible personal injury and property damage. For general guidanceregarding the fabrication, orange, deanery, emotion and bradng of trusses and buss systems, see ANSVrFtl Quality Criteria, DSB89 and BCSI Building Component 6904 Parke Fast BNd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Sheel, Sude 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type - Oty Ply Rodney Hal Gziage/CTF T10B74D24 74T57 At MONO HIP 1 1 Job Reference (optional) cbamUers rrvss, non I'll., FL i ea-12 r -04 8612 3-8-1 7-6-5 7.64V s Apr 19 2016 MiTeN Inauslne5, IOG lnV Apr 19 V9A921 7{ 5 Scale=162.8 3x4 = 5x$ — 3x4 11 4x6 = 4x5 3x6 = 3.4 11 3z4 = 3x6 — 3.8 = 3x6 — 45 = sea 84i12 1 12-2-13 1 19.9a D-1-11 34bO 8E-12 34L1 741-fi 7111 7E-5 LOADING (pso SPACING- 2-D-0 CSI. DEFL. in Yoe) I/de6 L/d TCLL 20.0 Plate Grip DOL I'25 TC 0.71 Vert(LL) -0.16 12-14 -999 360 TCDL 7.0 Lumber DOL 1.25 SC 0.48 Ver1(TL) -0.44 12-14 >950 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.73 Horz(TL) 0.10 9 Na n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wnd(LL) 0.2612-14 >999 240 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight. 181 lb FT=20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-0-15 oc purling, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-5 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-12, 8-10 REACTIONS. (fib/size) 9=1262/0-8.0, 2=1344/0-8-0 Max Horz 2=327(LC 12) Max Uplift9=857(LC 12), 2=926(LC 12) FORCES. 01b) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=2727/2185, 20-21=2648/2195, 3-21=2593/2206, 3-4=2316/1988, 4-22=-2358/2022, 22-23=2358/2022, 23-24=2358/2022, 5-24=2358/2022, 5-25=2356/2022, 6-25=2358/2022, 6-7=2358/2022, 7-26=1654/1396, 8-26=1654/1396, 8-9=1194/1101 BOT CHORD 2-15=22882479, 14-15=2288/2479, 13-14=1917/2139, 12-13=1917/2139, 11-12=1396/1654, 10-11=1396/1654 WEBS 3-14=-078/499, 4-14=297/428, 4-12=245/407, 5-12=427/536, 7-12=739/831, 7-10=-864/913, 8-10=1618/1919 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=35f; eave=oft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxteuor(2)-0-11-6 to 2-6-3, Interior(1) 2-6-3 to 12-2-13, Exterior(2) 12-2-13 to 17-1-10 zone;C-C far members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed 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 857 lb uplift atjoint 9 and 926 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QWANNING- Vedfydeslgn parameters and READ NOTES ON THIS AND INCLUDED MITENREFERENCEPAGEMIIJQ] rev. 10`0=015 BEFORE USE De,Ign valid for use ony wiN Wek6 oonnatlors. This design is based only upon parameters shovm, and Is for an individual building component, not ��• a truss system. Before use; the bulding designer must verify the applicability of design parameters and property incorporate this design into the overall ■ buildngdesigo. BmdngindiratedistopmvntbucMngoflndividualtrussvrebanNorNoNmembersony. Additionallempararyandpemanentbradng M OIC is always required for stability and ro prevent collapse vnth possible personal injury and property damage. For general guidance regarding the fabrication, storage, defivery, erection and Insane of trusses and Wss systems, see ANSUTPI1 Quality Criteria, DS9d9 and BCSI Building component Safety bdo maeon evadable from Tmss Plate Instal 218 N. Lee Street, Suite 31;Aleaandda, VA22314. 69M Parka East Blvd. , Tampa, FL 3W10 Job Truss - Truss Type - - Oy Ply Rodney Hell GaragelCTF T10874025 ]4a_6] A2 MONO HIP 1 1 Job Reference (opl'ana0 _ ohmSetesI a'. con Yierro, tL si-0-0 8E-13 • 1-0-0 BE-13 3x 5-10.11 6-9-7 fi-7-11 6-9.7 4.50 12 5x8 3.4 11 34 = 3x4 = Scale = 1:62.8 4x5 = 16 15 " 13 11 10 316 = 3x4 II 3x4 = 3x6 = 31 = 3x6 = 4x4 = Sea 11 LOADING (psf) SPACING- 2-0.0 CSL DEFL in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ved(LL) -0.14 15-16 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(rL) -0.35 13-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB O.63 HGR(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Wind(LL) 0.24 15-16 >999 240 LUMBER- BRACING - TOP CHORD 2x4SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP:No.3 BOTCHORD OTHERS 2x4 SPNo.3 WEBS REACTIONS. (lb/size) 10=1262/0-8.0, 2=1343/0.8-0 Max Horz 2=380(LC 12) Max Uplift 10=866(LC 12), 2=918(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 06) or less except when shown. TOP CHORD 2-21=2749/2143, 3-21=2672/2152, 34=2615/2164, 4-22=2125/1764, 5-22=2062/1780, 5-23=1926/1674, 23-24=1926/1674, 24-25=1926/1674, 6-25=1926/1674, e-7=1926/1674, 7-26=1926/1674, 8-26=1926/1674, 8-27=1290/1105, 9-27=1290/1105, 9-10=1203/1113 BOT CHORD 2-16=2308/2502, 15-16=2308/2502, 14-15=1757/1941, 13-14=-1757/1941, 12-13=1105/1290, 11-12=110511290 WEBS 4-16=0/274, 4-15=-663/635, 5-15=269/469, 6-13=385/483, 8-13=-736/823, 8-11=-906/944, 9-11=1410/1648 PLATES GRIP MT20 244/190 Weight 189 lb FT=20% Structural wood sheathing directly applied or 4-1-3 oc purling, except end verticals. Rigid ceiling directly applied or 4-10-2 oc bracing. 1 Raw at mitlpt 5-13, 8-13, 9-11 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45f; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 2-8-3, Intedor(1) 2-6-3 to 14-5-8, Extenor(2) 14-5-8 to 19-4-5 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 ponding. 4) This truss has been designed for a 10.0 pad bottom chard live load nonconcur l with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0.0 wide will fit between the bottom chord and any other. members. 6) Provide mechanical Connection (by others) of trusts to bearing plate capable. of withstanding 866 lb uplift at joint 10 and 918 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,&WARNING. Verrfydoslgnparameron and READNOTES ONTNIS AND INCLUDEDMITEKREFERENCE PAGE MII-7n5mv, 104=015SEFORE USE Desgn valid for use =tyv4N MTeka1 o: medars. This design is based onty upon paremeters shaven, and is for an individual budding component, not a Was system. Before use, to budding designer must verify the applicability of design parameters and property Incorenate this design into Ne overall bugtlingdesign. BmdngindimWdistopmv ntbuc ngotindMdualWsssvebe &ormoMmemb mwV. Additional temporary and pemunembracing MiTek' Is always required for stabli and to prevent collapse Will, possible personal injury and Property damage. For general guidance regarding Ne fabrication, storage, delivery, erection and trading oftrusses and truss systems, sea ANSUIPII quality Creole, DSB419 and SCSI Building Component 900 Parke East BNd 69mpa,FC Safetyinformation available horn Truss Plate Institute,218 N. Lea Shee4 Suite 31;A1exandiia, VA 22314, 36610 Job TN_59 TN99 Type Oty Ply Rodney Hall GdmgeICTF T10a]4026 ]Me] A3 MONO HIP 1 1 Job Referenceoptionan Chambers Truss, Fort Pierre, FL 7.640 s Apr 192016 MRek industries, Inc Thu Apr 13 09:03:28 2017 Page ID:JsEb6EauollMQOUVAopZlWzRYWoo4OKC2kuNNPTSGOMcUTOi1D[dC Fpl2oN 9HTwRBfF 11-05 56s2 I 8-0-9 I 52.&17-7 I 34.110 43 'IS 6-0-9 1 Scale =161.6 4.50 F1T 3x6 = 4x6 = 3x6 = 4x8 = 3x6 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) -0.15 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) -0.4415-17 >946 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.10 11 1 n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Wnd(LL) 0.2415-17 >999 240 Weight 202 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-9 Do bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt ID-1 1, 6-14, 7-12, 10-12 REACTIONS. (lb/size) 11=1266/0-8-0, 2=1339/0-8-0 Max Hoe 2=433(LC 12) Max Uplift 11=879(LC 12), 2=905(LC 12) Max Grav 11=1304(LC 17), 2=1339(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-22=2886Y2181, 3-22=2840/2196, 3-4=.2702/2083, 4-5=2655/2092, 5-23=1945/1581, 6-23=1939/1597, 6-24=1626/1399, 24-25=1626/1399, 7-25=1626/1399, 7-26=-1026/884, 8-26=1026/884, 8-9=1026/884, 9-27=1026/884, 1 D-27=1026/B84, 10-11=-1214/1126 BOT CHORD 2-17=2420/2704, 16-17=2083/2279, 15-16=2083/2279, 15-28=-1582/1801, 14-28=1582/1801; 13-14=1399/1626, 13-29=1399/1626, 12-29=1399/1626 WEBS 3-17=266/344, 5-17=239/459, 5-15=625/648, 6-15=360/596, 6-14=-254/264, 7-14=159/35B, 7-12=-8777754, 9-12=3411428, 10-12=1278/1484 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult--170mph (3-secend gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f; B=45ft; L=35ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C"C Extedar(2)-0-11-6 to 2-6-3, Interior(l) 2-6-3 to 16-8-2, Exledor(2) 16-8-2 tc 21-7-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonwrim ent with any Other live loads. 6) • This truss has been designed for a live load of 2o.apsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 879 lb uplift at joint 11 and 905 lb uplift at joint 2. 8) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING- Vevey dosrgnpammevsand BEAD NOTES ONTNIS ANDINCLUDED MITEKB ERENCEPAGEMII-7473 rev. 10'03/2015BEFOBEUSE Design valid for use only Won MITek® connectors. This design is based only upon parameters shovm, and is for an iminidual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property inceryorate this design into to oveag buldingdesign.,Bradng indicated is to preventbuciding ofindisddualtrussueb androrcord members only. Addilonal temporary and permanent bracing M!Tek' is allays required for stzbilty and to prevent collapse Win possible personal injury and Property damage. For general guidance regarding 0e fabrication, storage, delivery, erection and bracing of trusses and buss systems, see . ANSMI Quality Criteria, DSB49 and BCSI Building Component 69M Parke East EW. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Smile 312. Alexandria, VA 22314. Temps, FL-36610 Job Truss Truss Type - Dty Ply Rodney Hall Gaage1GTF T108T402] 74.67 A4 MONO HIP 1 1 Job e e ce (Optional) ti88mOan „uaa, ron fl¢lW. rl /.C9V 9Ppr 1YLUlCM,1¢M1 IIIOu51n¢S, InC 3x 14-0, am 6-0-11 6-0-11 7-1U-10 Scale =162.8 4.50 72 5x8 = 3x4 II 4x5 = 34 3x4 = ass = 3x4 = 3x6 = 4x8 34 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.16 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.4712-14 >878 240 BCLL 0.0 • Rep Stress Incr YES WB 0.86 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.2412-14 >999 240 Weight: 1931b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc pudins, except BOT CHORD 2x4.SP M 30 end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 4-8-12 oc bracing. OTHERS 2x4 SP No.3 WEBS I Raw at midpt 8-9, 6-10, B-10 REACTIONS. (lb/size) 9=1265/0-8-0, 2=1340/0-8-0 Max Holz 2=486(LC 12) Max Uplift9=889(LC 12), 2=895(LC 12) Max Grav 9=1330(LC 17), 2=1340(LC 1) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=2847/2106, 3-19=2796/2122, 34=2574/1921, 4-5=2487/1931, 5-20=1733/1377, 6-20=1683/1393, 6-21=1145/996, 21-22=1145/996, 7-22=1145/996, 7-23=1145/996, 8-23=1145/996. 8-9=1196/1144 BOT CHORD 2-14=2402/2671, 13-14=1965/2155, 12-13=1965/2155, 12-24=1401/1599, 11-24=1401/1599, 10-11=1401/1599 WEBS 3-14=346/435, 5.14=-247/512, 5-12=724/725, 6-12=-401/700, 6-10=611/547, 7.1 0=496/61 1, 8-10=-133511534 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf, h=19ft; B=45f; L=35ft; eave=oft; Cat II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-11-6 to 2-6-3, Intenor(1) 2-6-3 to 18-10-13, Pxtedor(2) 18-10-13 to 23-9-10 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 5) • This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 889 lb uplift at joint 9 and 895 Ib uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AwARNINO-VerHy desrgnpedenshrs and READ NOTES ON THIS AND INCLUDED MITEHREFERENCEPAGEMV.7473 m. 1WOM015 BEFORE USE Design valid foruse only wdi MmekRl connenom. This design is based only upon parameters sbasm, and is loran individual building component not 3 tods system. Before use; Me budding designer must verify the appliwbiliy of design parameters and property incorporate One design Into Me overall buildingdeagn. Bmdngindicotedistopreventbu YGngolindiAdualbusswebandlarNmdmembersony. Additional tempoay and permanent basing MiTel( Is aware requbed forstabliy and to preverd collapse wi0i possible personal injury and propady damage. Forgenemlgoidancoregardingtre fabriw4ogslaves, dekvery,erection and bracing ortasses and buss aysldie,sea ANSMII Quality Criteria,DSB-59 and SCSI Building Component 69M Parke East BW. SafetyInformation available hom Tmse Plate InsgMe, 218 N. Lee Sbeet auim 312, Alexantlda, VA 22314. Tampa, FL 36610 Job Truss - Truss Type Dty Ply Rotlney Hall GarageICTF T10874028'. ]446] A5 MONO HIP 1 1 ob ere 1"o e Chambers Truss, Fort Pierre, FL 7.5405Apr192016MiTekmaurmun,lnc. Ibu Apn4 utivs'u 2a1 I vagel ID:JsEb8EauoIIMD6uVAopZI WZRYVVo-YT W4djmBv_fBLZZkkvVsnjB5el ggHeN5gleOXnzRBfR 1-0-0 84i12 INN1 21-1-8 27-10-12 34d d 4}D M12 53-is 7-2-12 6.94 BA-0 3x, Scale =1:62.8 4.50 12 Sxe 3x4 II US = 3x6 = 3x4 11 3x4 = 3x6 3x4 = 3x6 4xB = 3x6 11 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 FBC2014/TP12007 CSI. TC 0.57 BC 0.47 WB 0.65 (Matrix-M) DEFL in (loc) Udell Ud Ven(LL) -0.14 14-15 >999 360 VertCrL) -0.36 12-14 >999 240. Hoa(TL) 0.10 9 n/a rda' Wind(LL) 0.2314-15 >999 240 PLATES GRIP MT20 2441190 Weight 205 ha FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-0-14 oc pudins, except BOT CHORD 2x4 SP M 30 end verfcals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing, OTHERS 2x4 SP No.3 WEBS 1 Row, at midpl B-9, 5-12, 6-10. 8-10 REACTIONS. (lb/size) 9=1262AI-8-0, 2=1344/0-8-0 Max Holz 2=539(LC 12) Max UpIift9=-896(LC 12), 2=887(LC 12) Max Grav 9=1337(LC 17), 2=1344(LC 1) FORCES. (lb) -Max. Comp.lMax. Ten. -All farces 250(Ib) or less except when shown. TOP CHORD 2-20=273211873, 3-20=2658/1894, 3-4=2211/1655, 4-5=2129/1656, 5-21=1499/1154, 6-21=1439/1168, 6-22=9131791, 22-23=9137791, 7-23=9137791, 7-24=913f791, 8-24=913U!)1, 8-9=1210/1150 BOT CHORD 2-15=2215/2546, 14-15=2215/2546, 13-14=184512068, 12-13=1845/2068, 11-12=1207/1372, 10-11=-1207/1372 WEBS 3-15=01253, 3-14=559/468, 5-14=205/460, 5-12=8701792, 6-12=418/725, 6-10=709/643, 7-10=-425/522, 6-10=1223/1411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1r170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; lint 9ft; B=45ft; L=35ft; eave=4ft; Cat 11; Exp C; Encl., GCpi=o.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 2-6-3, Interior(1) 2-6-3 to 21-1-8. Exterior(2) 21-1-8 to 26-0-5 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 ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 896)b uplift atjoint 9 and 887111 uplift at joint 2. 7) "Semi -rigid phchbreaks including heels' Member end fxiry, model was used in the analysis and design of this truss. AWARNING - Verity design Pavements and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE Design valid for use only wish MTek® comedies. This design is based only upon parameters shown, and is for an individual building oamponent not ��- a truss system. Before use, me budding designer must verify me app4rabiliy of design parameters and properly temperate Ws design Into Me overall buildingdesign. BmdngledimWdis Wpmventbucklingafindivldual0usswebw&orMoMmembenany. Additional temporary and pemMnentbmdng MiTek' is always requend for stability and to prevent mllaps"gi possible personal injury and property damaga. For general guidance regarding she fibdtadan. storage. delivery, eredion and bradn9 of trusses and truss systems, sea ANSUIPI1 Duality Omens,OSB-89 and BOW Building Component 69M Parke East SNd. Safety Information avagable from Truss Plate Institute, 218 N. Lee Street Sidle 312,Rexandsia, VA22314. Tempe, FL 36610 Job Truss Truss Type oy Ply Rodney Han GaregelCTF T1o074029' 74967 As HIP 1 1 JQb Reforgala, a a 4 3x B6-12 7-2-14 - 78 4-7-14 4-7-14 5x6 = 4.W F1 —2 3x4 = 6 23 7 2-0-2 6.6 = 4x5 8 9 16 10 14 44 13 14 4o lb 11 10 See = 3x4 II 4x6 = 314 = 3x8 = bxe = 3x6 11 ass = Scale=1:68.2 Plate Offsets (X.Y)— If 10-2-2.0-1-81, 12:0-0-1 Edgel 16:0-3-0 0-2-61 I8,0-3-00-2-61 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.20 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(fL) -0.44 11-13 >948 240 BCLL 0.0 • Rep Stress Ina YES WB 0.87 HDrz(TL) 0.10 10 rda rda BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.2414-16 >999 240 Weight 224111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS..(lb/size) 2=1343/0-8-0, 10=1263/0-8-0 'Max Horz 2=547(LC 12) Max Uplift2=885(LC 12), 10=-899(LC 12) Max Grav2=1362(LC 17), 10=1315(LC 17) FORCES. Oft) - Max. Comp./Max. Ten. -All forges 250 (Ib) or less except when shown. TOP CHORD 2-21=2831/1875, 3-21=2769/1895, 34=-2144/1505, 4-5=2044/1524, 522=1318/1010, 6-22=1253/1025, 6-23=1187/1064, 7-23=1187/1064; 7-8=306/313, 8-9=345/297, 9-10=1405/1152 BOT CHORD 2-16=2208/2669, 15-16=2208/2669, 14-15=2208/2669, 14-24=168412009, 13-24=1684/2009, 12-13=709/815, 12-25=709/815, 25-26=709/815, 11-26=709/815 WEBS 3-16=0/301, 3-14=724/604, 5-14=204/504, 5-13=1028/866, 7-13=634/842, 7A 1=1089/1012, 9-11=1021/1309 Structural wood sheathing directly applied or 4-14 oc purins, except end verticals. Rigid ceiling directly applied or 4-114 oc bracing. 1 Row at micipt 5-13, 7-13, 7-11, 0-11, 9-10, 9-11 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul"70mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=3.Opsf; h=19ff; B=45f; L=35ft; eave=4tt; Cat II; Exp C( Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) •0-11.6 to 2-6-3, Inledor(1) 2-6-3 to 234-2, EMefior(2) 23-4-2 to 34-6-4 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 ponding. 4) This truss has been designed for a 10.0 Pali bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8851b uplift at joint 2 and 8991b uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING- Verhy design parameters and READ NOTES ON THIS AND INCLUDED Mil REFERENCE PAGE MII.7473 rev, fam.V2pi6 BEFORE USE Design Vaud for use only wdh MTeM connectors. This design is based only, upon parameters shuvm, and is for an individual budding component; not Nil' truss system. Before use, Me buddng designer must verify the applicability of design parameters and propeM incorporate Nth Nis design into e overall bulengdesign., Brudng indicated is to prevent buckling of individual truss web andford,ond members only. Additional temporary and pemmnentbraoing MiTek' Is always required for stability and to prevent sonapsevnN possible personal injury and propel damage. Forgenemlguidanceregamingthe fd,numa.storage,delivery. eredion and bracing otrusses and truss systems, see ANSVIP11 Quality Criteria,DSB-09 and BCSI Building Component SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 69U Pa*e East Blvd. Tampa, FL 36610 Job Truss Tmss Type Dy Ply ftoaney Had Garage/cTF T106]4030 ]Od6] A] HIP 1 1 _ __ ob a nce 1pIDipnell — Gnamome 11os3, ron rierw, ra I.b4u a Apr 1U 201b Mtlex lnoustnes, • 1-0 6-11.3 S-9-5 6-7-12 6.2-9 4-166 0 I 5, — Sall = 4-2-13 Scale =1:65.8. 3x4 = 4x6 = 3x4 = AXIS= US = 3x4 = US 11 3x6 = Plate Offsets (X.Y)— 11:0-2-2:0-1-81 Wo-3-0 0-3-01 16,0-3-0 0-2-61 U,0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.32 11-13 >999 360. MT20 244/190 TCDL 7.0 Lumber.DOL 1.25 BC 0.59 Vert(fL) -0.7411-13 >558 240 BCLL 0.0 Rep Stress lncr YES WB 0.65 HDm(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014rfP12007 (Matrix-M) Wind(-L) 0.2413-15 >999 240 Weight: 224 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1341/D-&O, 9=1265/0-0-0 Max Horz 2=547(LC 12) Max Uplift2=-882(LC 12), 9=902(LC 12) Max Grav 2=1361(LC 17), 9=1351(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-20=2893/1983, 3-20=2843/1999, 34=2719/1917, 4-5=2157/1553, 5-21=1065/889, 6-21=1010/905, &7=956/934, 7-22=530/563, &22=587/557, 8-9=1259/1214. BOT CHORD 2-15=2312/2763, 14-15=189M325, 13-14=1898/2325, 13-23=-1379A631, 23-24=1379/1631, 12-24=1379/1631,.11-12=1379/1631, 11-25=-442/520, 10-25=-442/520 WEBS 3-15=293/369, 4-15=324/457, 4-13=566/570, &13= 490/852, 5-11=991/883, 7-11=807/1048, 7-10=908/879, 8-10=970/1142 Structural wood sheathing directly applied or 4-3-0 oc puffins, except end ver5cals. Rigid ceiling directly applied or4-10-3 oc bracing. 1 Row at midpt 5-11, 7.11, 7.10, 8-9, 8-10 NOTES- 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASCE 7-10; VuIr170mph (&second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f; B=451t L=3511; eave=oft; Cat II; Fxp C; Encl., GCpi=0.18: MWFRS (directionali and C-C Exterior(2)-0.11-6 to 2-6-3, Intenor(1) 2-6-3 to 25-6-13, Exterior(2) 25-6-13 to 30-5-3 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a jive load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 240 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 882 lb uplift atjoint 2 and 902 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -VeMy design parameters and READ NOTES ON THIS AND INCLUDED AVTEH REFERENCE PAGE 14II-7473 rev. IMM015 BEFORE USE Design vafd for use only WIn Mnek® connectors. TNs design is based any upon parameters shown, and is faran intlbidual budding comumeml, at a Wss system. Baron use, Vie buildng desigaermusl verify the appfeabilM of design parameters and property incorporate this design Into the overall f■ buidingdesign., BmdngindimtedistoprevenlburWngofin&Mduel VussnebanNorMardmembemany.'Additional temporary and permonentbrocing MiTek' Is always required forslabJiy and to prevent co9apsewith possible personal injury and property damage. For general guidance regarding the fa ncedan, storage, delivery, erection and brodng of busses and Wss systems, see ANSIrtP11 Quality Cried., DSBA9 and SCSI Bulldtn9 Component 69N Parka East BW. Safety Information available from Truss Plata Insutde, 218 N. Lee Street, Suite 312, Nexandda, VA=314. Tampa, FL 36610 Job Truss - Truss Type Qty Ply Rodney Hag GerageJCTIF Tto9]4W1 74267 PA MONO HIP 1 1 Job e e onall ChambersTmss_, Fan Purce, FL 7.640a Apr192016MiTaklnMstries,Inc Thu Apr1309.03:3azo11 Pagel I0:JsEbSEauollMQ6uVAopZiWzRYWo Umr1PnORbwag7rKKK18BQSgLa[VJOHc7VcgzRBfP ,� 6612 1aa-z F 1w-o i zzr-1 F 2B-53 34_" 1-0U 64's12 35E 8-2-13 61-1 6-1-1 &2-13 d'' Scale=1:61.6 Sx6. — Ass = 4x5 = 17 16 15 14 13 12 11 10 3x5 -- 3x6 = 3x10 = 3x6 = 4x5 = 3x6 LOADING (psq SPACING- 2-0-0 CIA. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.59 Vert(LL) -0.20, 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC OAS Vert(TL) -0A8 13-14 >868 240. BCLL 0.0 • Rep Stress Incr YES WB 0.88 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wlnd(LL) 0.3313-14 >999 240 Weight 18216 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural Wood sheathing directly applied or 4-0-4 oc puffins, except BOT CHORD 2x4 SP M 30 end vertcals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8.5 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 9-11 REACTIONS. (lb/size) 10=1265/Mechanical, 2=1341/0-8-0 Max Holz 2=274(LC 12) Max Uplift 10=854(LC 12), 2=930(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All farces 250 Qb) or less exceplwhen shown. TOP CHORD 2-22=2840/2339, 22-23=2777/2347, 3-23=275712354, 34=2526/2163, 4.24=2896/2469, 24-25=2896/2469. 5-25=2896/2469, 5-26=2661/2226, 6-26=266112226, 6-7=2661/2226, 7-27=-266112226, 8-27=266112226, 8-28=1732/1445, 9-28=-1732/1445, 9-10=120811088 BOT CHORD 2-17=2396/2600, 16-17=2396/2600, 15-16=2084/2345, 14-15=-2084/2345, 13-14=2469/2896, 12-13=1445/1732, 11.12=1445/1732 WEBS 3-16=343/390, 4-16=213/335, 4-14=517/749, 5-14=267/311, 5-13=276/286, 7-13=314/369, 8-13=921/1095, 8-11=936/932, 9-11=1674/2011 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (&second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf, h=191t 13=451t; L=35fi; eave=oft; Cal II; Erp C; End., GCpi=0.18; MWFRS (directional) and C-C E tenor(2)-0-11-6 to 24,3, Intenor(1) 2-6-3 to 10-0-2, Exterior(2) 10-0-210 14-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3E-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 854 lb uplift atjoint 10 and 9301b uplift at joint 2. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING -Venry deelgapemmerers and READ NOTES ON THIS AND INCLUDED MITER REFERENCEPAGEMII.7473 mv. IMM015 BEFORE USE Design valid for use only WM MrreW connectors. This design is based only upon paanatem shaven, and is for an individual building wntponem not �'• a =as system. Before use, Me building designer must vent' Pe applicability of design paramrs eteand properly incorpamte this design into Me ovemil bugdingdedgn.. among indicated is to prevent buckling of individual Lessveb and/ord,md members only. Additional temporary and permanent bmcing M!Tek' is tMeays regdued for stability and to prevent collapse Won Feasible personal Injury and prepeM damage. For general guidance regarding Me fabrication, storage, delivery, erection and bmdng of busses and Coss systems, see ANSUrP11 Quality Orions, DSB489 and BCSI Building Component 69M Parke East BIW. Safety Information available gone Truss Plate lnstitute,218 N. Lee Street, Suite 312,Alexandna, VA 22314. Tampa,FL 36610 Job Tusa Truss Type f]ly1 ply Rodney Hal GaagelCTF T1087432 71267 AB MONO HIP 1 Job Reference al e U F_':1 Scale = 1:62.8 3.4 II still = Sx6 WB = 14 = 4x5 = 15 14 " 12 „ 10 9 3x5 = 3x4 I 3x4 = 3x6 — axe = 316 — 45 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11de6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.16 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.4312-14 >969 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Hom(TL) 0.10 9. n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wnd(LL) 0.2712-14 >999 240 Weight 1831b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc pudins, except BOT CHORD 2x4 SP M 30 end ver9cals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing, OTHERS 2x4 SP No.3 WEBS 1 Row, at midpt 7-12, 8-10 REACTIONS. (lb/size) 9=1266/Mechanical, 2=1340/0.8-0 Max Ho¢ 2=327(LC 12) Max UPIif19=861(LC 12), 2=923(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 Qb) or less except when shown. TOP CHORD 2-20=2881/2325, 3-20=2822/2340, 3-21=2362/1964, 4-21=2308/1979, 4-22=2368/2032, 22-23=2368/2032, 23-24=2368/2032, 5-24=2368/2032, 5-6=2368/2032, 6-25=2368/2032, 7-25= 2368/2032, 7-26=-1661/1403, 8-26=1661/1403, 84=119911105 BOT CHORD 2-15=-2448/2643, 14-15=2448/2643, 13-14=1947/2171, 12-13=-1947/2171, 11-12=1403/1661, 10.11=1403M661 WEBS 3-14=542/550, 4-14=187/424, 4-12=234/398, 5-12=-427/530, 7-12=742/835, 7-10=-868/917,8-10=1626/1928 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=451t L=35ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 283, Interior(l) 2-6-3 to 12-2-13. Extenor(2) 12-2-13 to 17-1-10 zone;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-6 tall by 2-D-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(5) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 861 Ib uplift at joint 9 and 923 Ib uplift at joint 2. 8) "Semi -rigid ptchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNINO - Vanity design param abrs entl READ NOTES ON THIS AND INCLUDED NHER REFERENCE PAGE N1.7473 rev. laloadf 5 BEFORE USE. Design vapd for use anyv4N MRek® connectors. This design is based any upon parameters shaven, and is far an individual building componeaL not ��• a buss system. Before use, Ne buldng designermust vent' the epptcabliy Mdesign parameters and property incorporate fts design into Na overall buldingdesign. BmdngindiratedistopreventbuWingofindMdualtmssvrebanNorr oWmembamonty. Additional temporary and permanent bracing M!Tel( is a"s mquired for stability and to prawns collapse van possible reaawl mjury and Property damage. For general guidarw iagarding the fabnration, stooge, de0very, erection and badnp of W sses and Wss systems, sea ANSVIPIi Duality Criteria, DSB 89 and SCSI Building Component 69M Parka East BNd. SafetyInformation available born Tuss Plate Institute, 216 N. Lee Street, Suite 312, Aiexantlna, VA 22314. Tampa, FL 3661 O Job Tmss Tmss Type - Oty Ply Rodney Hall GamgelCTF T10674033 7167 AC MONO HIP 1 1 J b R a0 7Loall cnamoere IrvR, ron r,eTe, IL 7-10.8 � -0O 78 ax 4.50. 12 5x8 = 7.640 s AM 192016 MiTek Industries. Ina 3x4 11 3x6 = 3x4 = III Scale =1:62.8 4x5 = 16 15 1 13 14 11 10 3x6 _ 3.4 11 3s, 3aa = 3x6 4x4 = 3x6 I 3x4 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vde0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.15 15-16 -999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.3615-16 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.71 Horz(rL) 0.10 10 Na n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wmcl(LL) 0.2415-16 >999 240 LUMBER- BRACING - TOP CHORD 2x4.SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 10=1264/Mechanical, 2=1341/0-8-0 Max Horz 2=380(LC 12) Max Uplift10=867(LC 12), 2=916(LC 12) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 2-21=2814/2198, 3-21=-2746/2206, 3-4=269212217, 4-22=-2144/1762, 5-22=2076/1780, 5-23=-1929/1676,23-24=-192911676,24-25=1929/1676, 6-25=1929/1676, 6-7=1929/1676,7-26=1929/1676,8-26=1929/1676,8-27=-1293/1107,9-27=-1293/1107, 9-10=-1205/1114 BOT CHORD 2-16=2372/2571, 15-16=2372/2571, 14-15=1768/1954, 13-14=1768/1954, 12-13=-1107/1293,11-12=110711293 WEBS 4-16=01271, 4-15=701/668, 5-15=238/472, 6-13=385/478, 8-13=737/823, 8-11=907/946, 9-11=1413/1652 PLATES GRIP MT20 244/190 Weight: 189 Ib FT=20% Structural woad sheathing directly applied or 4-2-3 0o purling, except end verticals. Rigid ceiling directly applied or 4-9-3 DC bracing. 1 Row at midpt 5-13, 8-13, 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19fl; B=45ft; L=35ft; eave=4ft; Cal II; Grp C;. Encl., GCpi=D.18; MWFRS (direcOona) and C-C Extenar(2)-0-11-6 to 2-6-3, Interior(1) 2-6-3 to 14-5-8, Exterior(2) 14-5-8 to 194-5 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 3S0 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 8671b uplift at joint 10 and 916 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. ®WARMNG- VeMy design psressidesrs and READ NOTES ON THIS MD INCLUDED MmEH REFERENCE PACE 114II.7473 rim I"M015 BEFORE USE Design valid for use o."th MRek® coledors. This design is based only upon parameters sham. and is for an individual building component not a truss system. Before use, the building designer must verify the applimbley of design parameters and propel incorporate this design into the overall buldingdesiga BmdngindimtedistopeventburhlingoflndiOdualtmfsxebandlorderdmemb rummy. Additional temporary and permanent ending MiTek' Is aunts required for stability and to prevent collapse mh possible personal injury and property damage. For general guidance regarding the fabrication, starage; delve, emdion and bracing of busses and truss systems, see ANS01P11 Cuslay Christie, D6B-69 end BCSI Battles Campanerd 6904 Parke East stag. Safety Information available hoe Truss Plate Instil., 218 N. Lee Street sale 312, landmass, VA 223f 4. Tampa, FL 36310 Job Truss Truss Type Ory Ply Rodney Han Gaagelcu T106]4D34 74267 AD MONO HIP 1 i Rcfwa n rnnt'nn II �1 Fort Pierce, FL 7,640 s Apr 192016 MTek Industries, Inc 4." 5a-13 - M-9 5-10-13 6-0 9 4.5D 12 5.8 = - 3a6 = Scale=1:61.6 4x5 = q u 10 15 m 14 m a 12 'v 11 4x6 = 31 = 4x8 = 3x6 3.5 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) .0.14 15.17 -999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.4115-17 >999 240. BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.10 11 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wtnd(LL) 0.2415-17 >999 240 Weight 2011b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc pur(ins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. OTHERS 2x4 SP N6.3 WEBS i Row at micipt 10-11, 6-14, 7-12, 10-12 REACTIONS. (Ib/size) 11=1265/Mechanical, 2=1341/0-8-0 Max Holz 2=433(LC 12) Max Uplift 11=878(LC 12), 2-906(LC 12) Max Grav 11=1303(LC 17), 2=1341(LC 1) FORCES. fib) - Max. Comp./Maz. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=2841/2142,3-22=2790/2158, 3-4=2673/2072, 4-5=2609/2085, 5-23=-1939/1577, 6-23=1933/1593,6-24=-1624/1397,24-25=-1624/1397, 7-25=-1624/1397, 7-26=-1025/883, 8-26=1025/883, 8-9=-1025/883, 9.27=1025/883, 10-27=1025/883, 10-11=1212/1125 BOT CHORD 2-17=-2376/2656, Ir-l7=2073/2272, 15-16=2073/2272, 16-28=1580/1797, 14-28=1580/1797, 13-14=1397/1624, 13-29=1397/1624, 12-29=1397/1624 WEBS 3-17=262/336, 5-17=252/448, 5-15=621/636, 6-15=-354/587; 6-14=250/264, 7-14=159/359, 7-12=8761752, 9-12=341/428, 1D-12=-1277/1482 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=35ft; eave=411; Cal II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 2-6-3, Interior(1) 2-6-3 to 16-8-2, Extedor(2) 16-8-2 to 21-7-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 878 lb uplift at joint 11 and 906 lb uplift at joint 2. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING-Verlry design Parameters and READ NOTES ON MIS AND INCLUDED MITEx REFERENCE PAGEMII-7473 rev. I&MOfS BEFORE USE Design valid for use only wm MTek® connectors. This design is based only upon parameters shown, end Is loran individual building mmpommi, not a truss system. Before use, the building designer must verily the appn abiliy of tlesign parameters and property [reoperate this design into the averag bundingdesign., Braanglndioatedisea preventbucknng ofiromdualbusswebardita Nord members only. Additional temporary and pemanentimmug WOW is ahvays required for stability and to prevent collapse with pessmle personal injury and Property damage. For general guidance regarding the fabdookin, storage, denvery, erasion and Insane of trusses and Was systems, see ANSM11 Quality Criteria, DSBd9 and BCSI Building Component 69M Pa*e East BNd. Safety Information available from Truss Plate Institute. 218 N. Lee Stoat Suite 31Z Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ditty Ply Rodney Han Gamg&CW T10a]4IX15 7P267 AE MONO HIP' 1 1 Job Refr.n.e (optional enamoers uuss, con nma, n (.6au 9 Ax1UWU1b M,Iexmausmes,mc ,n npr.......a a r"a", 1 D:JsEb8Eauoll MQ6uVAopZl WzRY Wo-vQJzgRpHkW iTRKSi WS51 Umpws2MiysLq-aL9D?zRBfM e 1-0-0' 6-9L ' 6011 6.0-11 ' 7-10-1D ' 7-10-10 3x I State =1:62.8 4.50 F12 5xe 3x4 11 des = 1. ,a 12 �. „ 70 9 3x4 = 4x6 = 3x4 = 3x6 = 4x6 = 3x6 3x6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gnp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSL TC 0.67 BC 0.56 WB 0.86 (Matrix-M) DEFL. in (loc) I/deft List VergLL)-0.1612-14 >999 360 Vert(TL) -0.47 12-14 >878 240 Horz(TL) 0.09 9 n/a n/a Wnd(LL) 0.2412-14 >999 240 PLATES GRIP MT20 2441190 Weight: 1931b FT=20% LUMBER- BRACING - TOP CHORD 2x4. SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-15 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-12 0o bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at micipt 8-9, 6-10, 8-10 REACTIONS. (lb/size) 9=1265/Mechanical, 2=1340/0-8-0 Max Hom 2=486(LC 12) Max Uplift9=889(LC 12), 2=895(LC 12) Max Grav 9=1330(LC 17), 2=1340(LC 1) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=2847/2106, 3-19=2796/2122, 3-4=2574/1921, 4-5=2487/1931, 5-20=-1733/1377, 6-20=1683/1393, 6-21=11451996, 21-22=1145/996, 7-22=11451996, 7-23=1145/996, 8-23=1145/996, 8-9=1196/1144 BOT CHORD 2-14=2402/2671, 13-14=1965/2155, 12-13=1965/2155, 12-24=140111599„ 11-24=1401/1599, 10-11=1401/1599 WEBS 3-14=346/435, 5-14=247/512, 5-12=7241725. 6-12=4011700, 6-10=-611/547, 7-10=496/611, 8-10=1335/1534 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; hot gft; B=45ft; L=35ft; eave=4ft Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-11-6 to 2-6-3, Intenor(1) 2-6-3 to 18-1 D-13, Extedor(2) 18-10-13 to 23-9-10 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other. members, with BCDL=10.Opsf. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 889 lb uplift atjoint 9 and 895 Ito uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING -Verily dealgn peramefem an d READ NOTES ON THIS AND INCLUDED JUMEK REFERENCE PAGE MIp7473.. 10y03Q015 BEFORE USEaaaa Design veto for use only Colin MiTekW comeaors. This design is based ahiy upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the bunding designer must verify the aWlivability of deep parameters and properly incorporate this design into die overall building design.. BxGng indicated Is to prevent buWing of lnduidual"as web andlor lord members only. Additional temporary and permanent bmdng MiTek* is allays reewred for stability and to prevent collapse Wilt possible personal injury and property damage. For general guidance regarding hie faboation, storage, delivery, erection and brads, of trusses and Coss systems, see ANSUIPII Quality Criteria. DSBA9 and BCS1 Building Component 69M Parka East give.Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nuandria, VA 22314. Temp., FL 36510 Jab Truss Truss Type - - Oty Ply Rodney Hat GamgelcT T1oeT4036 74267 AF MONO HIP 1 1 Job Reference Optional) Cnamaere Imas, ran riems, rL I.oeU Apr 19zaltl MneklnaustneS, Ina. as, 140-0' 84 12 53-15 7-2-12 6.94 6.94 Scale=1:62.8 4.50 12 Sae 3a4 11 4x5 = 15 14 12 1.10 "' 9 3x8 = 3x4 3x4 = 34 3x4 3tB = 48 = 3a8 11 2 11 2]-12--11-82 278101-0 2 I 14A13o-5i12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.26 Lumber.DOL 1.25 Rep Stress Ina YES Code FBC2014/TP12OD7 CSI. TC 0.57 BC 0.47 WB 0.65 (Matrix-M) DEFL Vert(LL)., Vert(TL) Hori(TL) Wind(LL) in (loc) Udell Ud -0.14 14-15 >999 360 -0.3612-14 >999 240: 0.10 9 n/a n/a- 0.2314-15 >999 240 PLATES GRIP MT20 244/190 Weight: 205 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-D-14 oc pur ins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-1 oo bracing. OTHERS 2x4 SP No.3 WEBS 1Row at midpt 8-9,5-12,B-10,0-10 REACTIONS. (Ib/size) 9=1262/10echanical, 2=1344/0-8-0 Max Hors 2=539(LC 12) Max Uplift9=896(LC 12), 2=887(LC 12) Max Grav 9=1337(LC 17), 2=1344(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=2732/1873, 3-20=-2658/1894, 34=2211/1655, 4-5=2129/1656, 5-21=1499/1154, 6-21=1439/1168, 6-22=913f/91, 22-23=913f791; 7-23=-9131791, 7-24=9131791, 6-24=913/791, 8-9=1210/1150 BOT CHORD 2-15=2215/2546, 14-15=2215/2546, 13-14=1845/2068, 12-13=1845/2068, 11-12=1207/1372, 10-11=1207/1372 WEBS 3-15=0/253, 3-14=559/468, 5-14=205/460, 5-12=8701792, 6-12=-01Bf725, 6-10=709/643, 7-10=412/522, 8-10=1223/1411 NOTES- 1) Wind: ASCE 7.10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=35ft; eave=oft Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and G-C Extehor(2)-0-11-6 to 283, Interior(1) 2-63 to 21-1-8, Exterior(2) 21-1-8 to 26-0.5 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 lost bottom chord live load noncencurtent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,: with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 896 Ito uplift at joint 9 and 887 Ile uplift at joint 2. 7) "Semi-figld pitchbreaks including heels" Member end fority model was used in the analysis and design of this truss. AWARNING -VaMy dealgA parameters and READ NOTES ON TN/9 AND INCLUDED MITEN REFERENCE PAGE NI-7473 rev. l bMOI S BEFORE USEase Design valid for use only with MTely!) dors. This design Is based only upon parameters shaven, and is far an individual building component, not ��- a W system. Before systeBefore use, Na building designer must verify the appliwbiliy of design parameters and p opedy Incorporate the design into Ina overall buitrbngdesign.. BmdngindimtedistopreventbuWngafindivldual WsewabanNarOonlmembomanly. Additional temporary and permanent bracing WOW isa"s required for stabirl, and to prevent mgapse with possible personal injury and property damage. Forgeneralguidanwragartngthe falm=110a. Storage. delivery, emdion and bracingofbusses and trusssystems,see ANSTW Quality Criteria, DSBA9 and BCV Building Component 6904 Parke East Blvd. Safety Information eversible from Truss Plate Institute, 218 N. Lee Street, Suite 312, Manners, VA 22314. Tempo, FL 3MI0 Job - TNSe Type Ply Rodney Hag GaregelC T10874037 ]4g6] AG His HIP 1 1 1 o Refergito rnnt'nnall Chambers TNss, Foul Pierce, FL 7.840 a Apr 192016 MTek Industries, Ina TM1u Apr 13 09.03:37 2017 Page I D:JsEb8Eeuoll MO6uVAopZ1 WLRYWo-rpRk56rXGBYBhec5et7 WaBuJ7r3FDmo7RtgGHURBIK 11-0-q Bb-12-1It I 23-0-2 I 2B-0-0 32-7-14 F34-8-0 a 1-0-0 84i-12 7-2-14 738 47.14 4-7-14 2-0-2 3w 5x6 = 4.50 3x4 = 5x6 = 4x5 16 " 14 13 11 10 gx6 0 3x4 4x6 = 3x4 = 3x8 = Axe = 3x6 11 3x6 = 8612J 15 2>-02 I 3414 lW 1 Scale=1:68.2 Plate Offsets (X Y)— 11'0-2-2 0-1-81 1210-0-I Ed el 1610-3-0 0-2-61 1843-0 0-2-61 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.20 11-13 >999 380 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.49 Verl(TL) -0.44 11-13 >948 240 BCLL 0.0 Rep Stress lncr YES WB 0.87 Horz(TL) 0.10' 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.2414-16 >999 240 Weight 224lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SPNo.3 BOTCHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=1343/0-8-0, 10=1263/Mechanical Max Horz 2=547(LC 12) Max Uplift2=885(LC 12), 10=899(LC 12) Max Grav 2=1362(LC 17), 10=1315(LC 17) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=2831/1875, 3-21=2769/1895, 34=2144/1505, 4-5=2044/1524, 5-22=1318/1010, 6-22=1253/1025, 6-23=1187/1064, 7-23=1187/1064, 7-8=306/313, 8-9=345/297, 9-10=1405/1152 BOT CHORD 2-16=220812669, 1516=2208/2669, 14-15=2208/2669, 14-24=-1684/2009, 13-24=1684/2009, 12-13=709/815, 12-25=-709/815, 25-26=709/815, 11-26=709/815 WEBS 3-16=0/301, 3-14=-724/604, 5-14=204/504, 5-13=1028/866; 7-13=634/842, 7-11=1089/1012, 9-11=1021/1309 Structural wood sheathing directly applied or 4-1-4 oc putting, except end verticals. Rigid ceiling directly applied or 4-114 oc bracing. 1 Row at midpt 5-13, 7-13. 7-11, 8-11, 9-10, 9-11 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=45f1; L=35ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 283, Interior(l) 2-6-3 to 23-4-2, Exterior(2) 234-2 to 34-6-4 zone;C-C for members andforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8851b uplift at joint 2 and 899 Ile uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING -Vert/, design p..at. end REND NOTES ON MIS AND INCLUDED MITEKRFFERENCEPAGEM11.7M mv. 10,17V1013BFFOREU9E Design valid for use only with MiTe® mnnedors. This design Is based only upon parameters shown, and is for an Individual budding component not ��• a truss system. Before use, the budding designer must verify the opowbilgy of design parameters and property moor, ate Na design mo the overall buddingdesign.B,adngindimtedistopreventbuWingofNdividual Wsswabandlor Aodmembemany.Additional temporary and petmanentbavng MiTek' is always required for stability and to prevent collapse w0i possible personal injury and property damage. Forgeneml guidanm agar ing the fabrication, Maage,delivery, erection and breang ortmsses and truss systems, see ANSUTPH Quality Criteria,DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy plyRodney Hen caregucTF 10874038 ]426] AH HIP 1 1 Job Reference (001'ona11 Chambers Truss, Fort Pamo%FL 7.6405 Apr 192016 NTek Industries. Inc. Thu Apr 1309:03:37 Zel T Pagel I D:JsEbeEauolIM06uVAopZ1 WLRYWo-rpRk56r%GSYBhec5et7 WaBaJArI g CpE7RlgGHtzRBiK 114)-9 6.11-3 12AA 144 I 256-13 i 30.53 j 3480 • �1.ov 6.11.3 698 8-7_12 6-2-9 4108 42-13 Sx6 = 5x8 = 4.50 F12 6 7 22 3x Scale=165.8 ._ .. .- __ ._ 11 _ 10 -- 9 3x4 =. 4x6 = 3x4 _ 4x6 = 4x8 = 3x4 = 3x6 11 34 = Bd-15 F 15L-11 25b-13 30.53 34A-0 8-E-15 8313 10.1-2 4104i 42-13 Plate Offsets IX Y1- rt'0-2-2 0-1-e1 r4'0-3-0 0-3-01 16'030 0-2-61 170-5-8 0-2-81 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in Qoc) Udefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.3211-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.74 11-13 >558 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.65 Hom(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC20141-r'PI2007 (Matrix-M) Wind(LL) 0.2413-15 >999 240 Weight 224 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 WEBS REACTIONS..(Rilsize) 2=1341/0-8-0, 9=1265/Mechanicel Max Harz 2=547(LC 12) Max Upl1ft2=882(LC 12), 9=902(LC 12) Max Grav2=1361(LC 17), 9=1351(LC 17) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=2893/1983, 3-20=2843/1999, 3-4=2719/1917, 4-5=2157/1553, 521=-1065/889, 6-21=1010/905, 6-7=956/934, 7-22=530/563, 8-22=587/557, 8-9=1259/1214 BOT CHORD 2-15=2312/2763, 14-15=189812325, 13-14=1898/2325, 13-23=1379/1631, 23.24=1379/1631, 12-24=1379/1631, 11-12=1379/1631, 11-25=442/520, 10-25=-442/520 WEBS 3-15=293/369, 4-15=324/457, 4-13=566/570, 5-13=-490/852, 5-11=991/883, 7-11=807/1048, 7-10=908/879, 8-10=-970/1142 Structural wood sheathing directly applied or 4-3-0oc purling, except end verticals. Rigid ceiling directly applied or 4-10-3 oc bracing. 1 Row at midpl 5-11, 7-11, 7-1 a, 6-9, 6-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=19f; B=45ft; L=35ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 2-6-3, Intedor(1) 2-6-3 to 25-6-13, EMe ior(2) 25-6-13 to 30-5-3 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 380 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 882 lb uplift at joint 2 and 902lb uplift at joint S. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARMNG - Verily design parameters en d REA D NOTES ON THIS AND INCLUDED MIT EK REFERENCE PA GE M191.7I r] rev. 10=015 BEFORE USE Design vatd foruse only eltb WeW connectors. no design is based only upon Parameters shown, and is for an individual building component, not a truss system. Before use, the bugNng designer must very the apptrabgiy of design parameters and property Inmrporate the design Into the ovead butdingdeagn. Emdngindimtedis Wpmwntbur ingofindividual WssvmbandbrroC men monty. Additional temporary and permanent bracing M!Tek' is always required for stabity and to prevent wraps possible personal injury and property damage. Forgenemlguidanmregardinglhe rubricator, Vag., delivery, ereclionand bating oftnuees and Was systems, see ANSVTPII Quality Critaria, DSSAS and BCSI Building Component 69M Parke East BNd. Safety Information available from Truss Plate Institute, 218 N. Lee street, guile 312. Alexandra; VA 22314. ToWa, FL 36810 Job Truss - Tuss Type Cry Ply Rodney Hall GaagefGTF T106I4039 74267 B COMMON 2 1 _ — Job_ RefeLellc�(OD1lonah _ cnamoem I FU53, ran rimy ,ru Mnexlnouslnes,lnc. Inu Nprl3VYPeaezuv ragar a 1-0-0 73 6.11-11 7-1-14 63-14 64LO 3. I Sao = 14 13 23 24 12 25 11 26 10 2/ g 3x4 = Axis = 3x4 = 44 = 4x8 = 3x6 II 3x6 = Scale=169.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.67 Vert(ILL) -0.33. 10-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.72 10-12 >576 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Hom(TL) 0.09 9 n/a Na BCDL 10.0 Code FBC2014/I'PI2007 (Matrix-M) Wind(LL) 0.2412-14 >999 240 Weight: 204 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purling, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-11-14 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row, at midpt 6-10, 8-9, B-10 REACTIONS. (lb/size) 2=1341/0-8-0, 9=1265/Mechanical Max Horz 2=547(LC 12) Max Uplift2=882(LC 12), 9=901(LC 12) Max Grav 2=1382(LC 17), 9=1355(LC 17) FORCES. 0b),- Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-19=2954/1862, 3-19=-2901/1879, 3-4=2797/1833, 4-5=2688/1834, 5-6=1991/1340, 6-20=495/666, 7-20=742/676, 7-21=759/679, 21-22=766/669, 8-22=813/668, 8-9=1256/1113. BOT CHORD 2-14=-2179/2B40, 13-14=1642/2203, 13-23=1642/2203, 23-24=1642/2203, 12-24=164212203, 12-25=1073/1421,.11-25=1073/1421, 11-26=1073/1421, 1D-26=1073/1421 WEBS 3-14= 348/437, 5-14=-467/662,.5-12=651/653, 6-12=577/1034, 6-10=1117/893, 7-10=-47/300, 8-10=817/1165 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind:-ASCE 7-1.0; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, but 9ft; B=45ft; L=35ft; eave=4ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 2-6-3, Interior(1) 2-6-3 to 28-M, Exteror(2) 2&D-0 to 31-5-10 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 882 to uplift at joint 2 and 901 Ito uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QWARNING-VeMy designpaannelans and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGENI-7473 an, 1 041312015 BEFORE USE Design valid for use only Win Wek® wlmedors. This design is based only upon parameters shewn, and is reran indvidual building component, not OF truss system. Before use, hie buildng designer must vmy hie applcabdty of design parameters and properly th incorporate this design into e overa0 building design Smang indicated is to prevent budding of individual truss web andfor chord members only. Addieonal temporary and permanent bracing MiTek' is always required for stability and to prevent cmapsawith possible personal injury and property damage. Fcrgmeralguidanceregaldingibe fabrication,storage,derieq,em0ionmdbmdngol Wssesand Wss Wstems,see ANSI/IP11Quality criteria, D58d9 and BCSI Building component 69M Perk. East BNd. Sarelylif.rmaffon available tram Truss Plata lnstilute,218 N. Lee Stract Suile 312. Nemadna, VA22314. Tampa, FL-3661D Job - Truss Truss Type Qty Ply Rodney Hal Gaage/CTF T109]4040 ]4267 B1 HIP 2 1 Job Reference (optional) Chambers erase, Yon Planes, FL 7.UO s Apr 192016 Walk Industries, Ina Tat Apr 1309:03:392D17 Pagel ID:JsEbBEauollMQ6uVAopZlWzRYWo-nCZUVotnolovwYRll9 f¢rdfjUuigQuBJNMwRBB 284-5 � 4 I.0-0 )-Sf4 69J )-5-0 61E Sbd 0,24 Scala=1:70.3 5,6 = 4.50 RE m re x ao a nr ry o 9 — 8 3x4 = 4x6 = 3x4 = 4x5 = 4x8 = 3x6 3x6 = 262-9 9d-15 16.31 27-M 2 31-BL 9815 80i 9M 638 0.2 Plate Offsets KY)— r1:0-2-2.0-1-81. f2:0.0-5 Edcel r4:1)-34.0- -01 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.22 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber.DOL 1.25 BC 0.57 Vert(TL) -0.47 9-11 >883 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Hom(TL) 0.09 8 n/a n1a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wtnd(LL) 0.2311-13 >999 240 Weight: 204 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-114 oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at micipt 5-9,7-8.7-9 REACTIONS. (lb/size) 2=1342/0-8-0, 8=1264/Mechanical Max Ho¢ 2=547(LC 12) Max Uplift2=882(LC 12), 8=901(LC 12) Max Grew 2=1375(LC 17), 8=1343(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-2925/1880, 3-18=2871/1898, 34=2708/1776, 4-5=182411254, 5-19=763/678, 6-19=729/695, 6-20=746U(10, 20-21=754/689, 7-21=799/686, 7-8=1233/1145 BOT CHORD 2-13=2211/2811, 12-13=1728/2224, 12-22=1728/2224, 22-23=-1728/2224, 11-23=-1728/2224, 11-24=1115/1421, 10.24=-111511421, 10-25=1115/1421, 9-25=1115/1421 WEBS 3-13=339/424, 4-13=344/592, 4-11=732/686, 5-11=479/915, 5-9=1135/924, 7-9=854/1145, 6.9=50/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-secend gust) Vasd=132mph; TCDL=4.2psf;BCDL=3.Opsf, h=1911; B=45f; L=35f; eave=4R; Cat II; Exp C;; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 283, Interior(1) 2-6-3 to 28-0-0, Exterior(2) 28-0-0 to 32-10-13 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 psf bottom chard live load nonconcunent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,: with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 882 lb uplift at joint 2 and 901 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AwARNINO-wedrydbrlgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEMI-7473 raw. 10003,2015 BEFORE USE Design valid for use only WM %Tek® conneotors. This design Is based only upon parameters shown, and is for an Individual bulding component, not a buss system. Before use, Me buldng designer must vent' Ne applesbility ofdesign parameters and property Incorporate mis design into Me overall buldngdesign. Bmdn9indicatedistopmv ntbuWingoflndividualbusswebandord Mmembemonly. Addilional temporary and permanent bussing isalwaysrequired for stabuty and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me MjTek- fabricator. storage. servery, erection and trading of busses and buss systems, see ANSM11 Quality Critoda,DSB-M) and BCSI Building Component Safety Information available from Truss Plata Instills, 218 N. Lea Street, Suite 312, A elandria, VA=314. 69N Paden East Blvd. Tampa, FL 316610 Job Truss Truss Type Oty Ply Rodney Hal Garege/CTF - Tta874a1 74267 GRA MONO HIP 1 1 Job Reference (optional) Choose. Trost, Pon Memos, FL 7.6405 Apr 192016 M1Tek Industries, MG Ihu Aprliuvvx4vzuii 3x, 2-8-11 ' 5- 9 5313 53 13 5-3.13 5-5-9 Scale =1:62.9 10x14 MT18HS II 4.50 12 Gas = 7x8 MT18HS = 4x4 = 6x8 = 6xt0 = '- -- -- 15 13 dx10 3.4 It State= 7XB MT18HS VM = 4x8 = 4.8 = salt] = 4x5 = 6x10 MT18HS = 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 NO Cade FBC2014/rP12007 CSI. TC 0.69 BC 0.54 WB 0.92 (Matrix-M) DEFL. Vert(LL) Vert(TL) HoaCTI.) Wind(LL) in (too) Wall L/d -OA3. 14-16 >955 360 -0.99 14-16 >419 240 0.18 10 n/a n/a 0.7614-16 >545 240 PLATES MT20 MT18HS Weight: 232111 GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E -Except' TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purlins, except 14: 2x4 SP M 30 end verticals. BOT CHORD 2x6 SP240OF 2.OE BOT CHORD Rigid ceiling directly applied or4-1-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1Row at midpt 9-11 9-10: 2x6 SP No.2, 4-16,5-14,7-14,8-12,9-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left, 2x4 SP No.3 REACTIONS. (lb/size) 10=2704/0-8-0, 2=2557/0-8-0 Max Horz2=210(LC 8) Max Uplift 10=2034(LC 8), 2 =1961(LC 8) Max Grav 10=3093(LC 13), 2=2993(LC 13) FORCES. (Ib)-Max. ComPJMax.Ten.-Allforms 250(Ib) or less except when shown. TOP CHORD 2-3=7901/5004, 3-4=7773/4946, 4-22=9577/6233, 5-22=9582/6232, 5-23=9767/6374, 23-24=9767/6374, 6-24=976716374, 6-7=9791/6397, 7-25=8269/5420, 8-25=-8269/5420, 8-9=5015/3295, 9-10=2949/2028 BOT CHORD 2-18=478lf7388, 17-18=-478lf7388, 16-17=4687/7340, 15-16=-6226/9576, 14-15=-6226/9576, 13-14=5420/8269, 12-13=5420/8269, 11-12=3295/5015 WEBS 4-17=-601/1234, 4-16=1738/2577,. 5-16=1002/902, 5-14=314/370,6-14=-684/661, 7-14=1104/1719, 7-12=1487/1177, 8-12=2401/3676, 8-11=2416/1818, 9-11=-3633/5530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1911; B=45ft; L=3511; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18. MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2034 lb uplift at joint 10 and 1961 lb uplift at joint 2. 8) Girder carries hip end with G-0-0 right side setback, 7-9-8 left side setback, and 7-0-0 end setback. 9) "Ser"ni-rigid pitchbreaks including heels" Member end fairy, model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated.load(s) 859111 down and 463 lb up at 7-9-8 on bottom chord. The design/selection of such connection clericals) is the responsibility of others. 11)'In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAOLCASE(S) Standard Q wARMNG - van & dealer parem arena and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ag67473 rev. 106=0 f 5 BEFORE USE Design valid for use only wiN MiTek® connectors. This design is based only upon parameters shown, and Is for an individual bolding component, not ��• novas system. Before use, the bulding designer must verily the applicability of design parameters and property incorporate this design into me overall buldingdeser. Boming indicated istoprevenlbudding olindividual bussaebandiarderd members only. Additional temporary and permanent bracing MiTek' is ahvays required for stability and to prevent collapse vitro passible personal mury and property damage. For general guidance regarding the fabrication, storage, degvery, a 'don and bmang of busses and truss systems, sea ANSVIPII Quality Orders, DSB 9 and BOSI Building Component 69M Parke East Blvd: SafetyInform iflon avalable from Tmss Plate Institute, 218 N. Lae Sbeet Suite 312, Alevandna, VA 22314. - Tampa, FC 36610 Job Truss Truss Type pty Ply RodnayHallGaragelCTF- T10874041 74267 GRA MONO HIP i 1 J hRf Chamaers truss, Fon Re2e, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifoml Loads (p[Q Vert:1-0=54, 4-9=113(F=58), 2-17=20, 10-17=-42(F=22) Concentrated Loads (Ib) Vert: 17=-529(F) 7.640 a Apr 192016 MiTek Industries. Inc Thu Apr 1309:03.40 Z017 Paget 1D:JsEb8Eauol IM06uVAopZ1 WzRYWo-F07siOtPZ3v Y6KfJ?gDBgWnE33Bd6hZ7r3mCzRBfH AWARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MREI<REFERENCE PAGE Mt-747J rev. 10OJ11015 BEFORE USE valid for use only with MBeW cormeotors. This design is based only upon parameters sham, and is for an individual building serape ard, not pal' a truss system. Beare use, the bulding designer must va NeappGwbgity or design parameters and properly incorporate No design into gee overall buldingdesign.. Bracing Indicated is to preventbuoung ofindividualbussweb andraraord members only. AdditIonal temporary and pemmnentbrsoing MiTek' Is always required for stability and to prevent cogapse even possible personal injury and property damage. For general guidance regarding Na fabriw0oqstorage, dernery, cmeecm and bracing of busses and buss systems, aee ANSIRPI1 Quality Criteria, DSB�89 and BCSI Building Component 69M Pawne Fast Blvd. Safetylnfomu6on available from Truss Plate Institute,218 N. Lee Street, suite 312, Alexandre, VA 22314. Tampa, FL 36610 Job Truss Truss Type - Qty Ply RodneyHall Gamge/CTF- T10874D42 74267 GRA1 MONO HIP 1 1 b_Reference (optional) 1 5-0-12 7-M 133 e -0-0 M-12 23-11 555 10x14MT18HS II 4.50 F12 4 a• 3x4 1 18 17 16 75 14 13 12 3x4 II 6x8 = 7x8 MT18HS VdB = 4x8 = 48 = 4xe = WO MT18HS = 1X40 3 Apr le 53-13 53-13 6x8 = 7x8 MT18HS = 4x4 = 5 23 246 7 25 piee,ir. IM1e Ppr 1:1 VY:VJ:<V.... Yagel wmY6K/J?gDBq WnE33Bd6hZ7r3wtiCzRBf 364.1 � 5 9 Seale =1:62.9 6x8 = 6x10 = 8 9 �1. kNo kqb iNo wMas I MAN � 11 10 5x10= WO II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 • BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber.DOL 1.25 Rep Stress lncr NO Code FBC2014/7PI2007 CSI. TIC 0.69 BC 0.54 WB 0.92 (Matrix-M) DEFL. Vert(LL) Vert(TL) Hort(TL) Wnd(LL) in (loc) Udell Ud -0.43. 14-16 >955 360 -0.9914-16 >419 240 0.18 10 n/a n/a 0.7614-16 >545 240 PLATES MT20 MT18HS Weight: 232111 GRIP 2441190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-5 0o pudins, except 1-0: 2x4 SP M 30 end verticals. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-11 9-10: 2x6 SP No.2, 4-16,5-14,7-14,8-12,9-11: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=2704/Mechanical, 2=255710-8-0 Max Horz 2=210(LC 8) -Max Uplift 10=2034(LC 8). 2=1961(LC 8) Max Grav 10=3093(LC 13), 2=2993(LC 13) FORCES. (lb) - Max. Camp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=7901/5004 34=7773/4946, 4-22=9577/6233, 5-22=9582/6232, 5­23=9767/6374, 23-24=9767/6374, 6-24=9767/6374, 6-7=9791/6397, 7-25=8269/5420, 8-25=8269/5420, 8-9=5015/3295, 9-10=2949/2028 BOT CHORD 2-18=478117388, 17-18=478117388, 16-17=4687t7340, 15-16=6226/9576, 14-15=-6226/9576, 13-14=-5420/8269, 12-13=5420/8269, 11-12=3295/5015 WEBS 4-17=601/1234, 4.16=1738/2577,5-16=1002/902, 5-14=314/370, 574=684/661, 7-14=-1104/1719, 7-12=1487/1177, 8-12=2401/3676, 8-11=2416/1818, 9-11=3633/5530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst;.BCDL=3.0pst; h=19ft; B=45ft; L=35ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designedfor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3fr0 tall by 2-0-0 wide will fit between the bottom chord and any other members.. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2034111 uplift at joint 10 and 1961111 uplift at joint 2. 9) Girder monies hip end with 0-0-0 right side setback, 7-9-8 left side setback, and 7-0-0 end setback. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 859111 down and 463111 up at 7-9-8 on bottom chord. The deslgn/selection of such connection device(s) is the responsibility of others. AnU.Q On t.D pnueo on pa e WARNING- 4dly deslgnpemmetersand READ NOTES ON TNISANDINCLUDED MITER REFERENCE PAGENI-7473 mv. 1040.V10f5 BEFORE USE valid for use only WittMmeb& corme lors.Tus design is based only upon parameters shown, and is for an individual building oomponenq not ��• a Was system. Before use, the buil2ng designer must verify Ne applicability of design parameters and property incorporate this design into the overall buildingdesign.. Bmdngindicatedistopmvenlburktingofindividualtrusswebendlord,ordmembamonly. AdditionaltempomNandpemanentbmdng MITOW isenvoys required for slabifty and to prevent callapsewiN possible personal injury and property damage. Forgeneralguidanceregardingthe fabrication, storage, delivery, erection and bracing of busaes and truss systems, sea ANSUIP11 Quality Criteria, DSB-0s and BCS1 Building Component 69M Parka East Blvd. Safetylaformation available from Truss Pbde Institute, 218 N. Lee Street, Suite 312, Messiahs, VA U314. Tampa. FL G6e10 Jo0 Truss - buss Type 01y Ply Rodney Hall GaregelCTF T10814042 ]426] GRA1 MONO HIP 1 1 J b R i f f R Chambers Truss, Fan Pierre, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-9=113(F=58), 2-17=20, 10-17=42(F=22) Concentrated Loads (lb) Vert: 17=529(F) 7.640 s Apr 19 2016 MRek Industries, Ine. no Apr 13 09.03:402017 Page 2 1 D:JsEbeEauollM06uVAopZ1 V&RYWo-F07sj8tPZ3wmV6KfJ7gDBgWnE33Bd6hZ7r3mCxRBfH QWARNING-Vedfy design parameters and READ NOTES ON THIS AND MIMUDED UmEK REFERENCE PAGE MII-7473 rev. IWdA?015 BEFORE USE Design vagd for use only with Ni commctors. This design is based only upon parameters shgwn, and is for an individual bugding component not �'• a truss system. Before use, the bustling designer must vedy the app9cabilily of design parameters and property incorporate Ws design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andror Nord members only. Additional lempomry and permanent boding M(1Ok• is allays required for slabliy and to prevent collapse with possible penonal injury and property damage. For general guidance regarGng Na fabricator, storage, delivery, erenion and bracing of trusses and Wv systems, see ANSUI P11 Quality Criteria, O513419 and BC51 Building Component 69M Panne East Blvd. Safety Information avagabl. tram Truss Plate Institute. 218 N. Lea Street, Suite 312. Abxandna, VA 22314. Tampa, FL 36610 Job Truss - Truss Type Oty Ply Rodney Hag GaagelcTF T10g]4043 ]426] GRL MO" 1 1 J bRf f ( It Csamena Iwas, con Ms.. tL -1-0a 45-14 � I-0-0 45-1d 5x8 MT1814S = 5.00 12 7.54(1 6.1-7 Scale=1:46.0 3x4 = 2x3 II 5x6 Vv8 = 4x4 = 3,02 = 45 = 21f3 4x5 = 6x8 MT1811S = 48 = 3x10 = 3x6 Plate Offsets (X Y)— 13 0-5-12 0-2-81 WO-3-0 Edael 110�038.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.2811.13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.76 Vert(fL) -0.6611-13 >447 240- MT18HS 244/19D BCLL 0.0 • Rep Stress Incr NO WB 0.77 Hoa(TL) 0.11 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wnd(LL) 0.5211-13 >561 240 Weight: 121 lb FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4 SP M 30 WEBS 2x4 SP.No.3"Except* BOTCHORD 8-9: 2x6 SP No.2, 8-10: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. fib/size) 9=1433/0-8-0, 2=1480/0-8-0 Max Horz 2=158(LC 8) Max Uplift9=1207(LC 5), 2=1218(LC 8) Max Gmv 9=1603(LC 13), 2=1687(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3561/2432, 3-19=5100/3629, 19-20=5100/3629, 4-20=5100/3629, 4-5=5045/3598, 5-21=5045/3598, 6-21=5045/3598, 6-22=5045/359B, 7-22=5045/3598, 7-8=3396/2519, 8-9=1518/1214 BOTCHORD 2-14=-2278/3246, 13-14=2288/3276,12-13=-3629/5100, 11-12=3629/5100, 10-11=2519/3396 WEBS 3-14=-133/395, 3-13=1449/1987, 4-13=523/551, 5-11=464/496, 7-11=1254/1767, 7-10=1138/1018, 8-10=2620/3538 Structural wood sheathing directly applied or2-IG-7 oc pudins, except end verticals. Rigid ceiling directly applied or 3-10-0 DC bracing. NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19R; B=45fp L=25ft; eave=oft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to preventwater ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 1207 lb uplift at joint 9 and 12181b uplift at joint 2. 7) Girder Caries hip end with 0-0-0 right side setback, 4-5-14 left side setback, and 5-0-0 end setback 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3431b down and 207 lb up at 4-5-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Inuease=1.25, Plate Increase=1.25 QWARNING-Var(ry dealgn pammafen end DEAD NOTES ONTHISANDINCLUDMOMKREFERENCEPAGEMI-7115m1 1011L3015BEFOREUSE Design valid foruse onlyMO, WreliDconnedors.Thisdesign is based ord upon parametersshown,anduloran individual building component not B a Was system. dare use, gas budding designer mud verify Ne applicability of design parameters and property incorporate the design into the overall buitcngdesign. BmdnglndiwtedlstopmnnlbuWingofNdMdualwssweband/ortl dmembersany. Additional temporary and permanent bracing Wek- IsaWaysrequiredforslabdityandtopreventmllapsewiNpossibla personal miuryand Miserly damage. Forgenemlguidancoregardinglhe fabdoation, storage; derwi , erection and baring of busses and truss systems, see ANSUIPII Duality Crown , DS&8e and BCSI Building Component 6904 Parke East Blvd. safety Information a,agable "in Truss Plate Instilule, 218 N. Lee Sweet Suite 312, Akxandda, VA 23314, Tampa, F. 36310 Job Truss Truss Type Dty Ply Rodney Hap GaregeICTF T10874043 TI26] GRL MONO HIP 1 1 ob Reference, (optional) Chambers Tmss, Fod Pierre, FL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=54, 3-8=-85(F=31), 14-16=20, 9-14=32(F=12) Concentrated Loads (Ib) Vert: 14=194(F) 7.640s Apr 192016 MTek lndustdes, Ina Thu Apr to UaU3:41201 I Paget 1 D:JSEb8EeuollMD6uVAopZ1 VJcRYWo-jagEWUu2JM2dgFvsgCSkl 3yZTMyMaljMVOTQfzRBfG AWARNING-Visual, des/tinp..do. and READ NOTES ON MIS AND INCLUDED MITEK REFERENCEPAGE 01-1473 rev. 1Np3P20f6 BEFORE use Design valid for use only w di MTeM connectors. This design is based only upon parameters sham, and is for an Individual building Component not a Miss system. Before use, the building designer must verify Me app0rabgMy of design parameters and properly Incorporate this design into to overall buildingdesigru Bmtl giiMimtedistopmventbur goflndiNdualMisswebandlar&DMMembemonly. AddNanaltempoary and permanent bmdng MOW Is aNrsys required for stsbiGy and to prevent colapaewtth possible personal Injury and property damage. For general guidance regarding the fabdeadon, storage, delivery, erection and bracing ofwsses and buss systems, see ANSUTPH Quality CPoeda, DS689 and SCSI Building Component 69M Parka East SNd. Safety Information available from Truss Plate Institute, 218 N. Lea Street, Suite 312, Mesandda. VA 22314. Tampa, FL 311610 Job Truss Truss Type Oty Ply Rodney Hall GengerCTF T10874W 74267 GRIM MONO HIP 1 n L nF On(emnro ( t' n wamue s, run ne¢e,rt 7.64UsAprl92015Mrr0klnduames,mc Inunpri ID:JsEbBEauol I MD6uVAopZNhRY Wo-CnEd8gvg4gAUnPU2ROjhHI 16-z 1 I 9 I 23-0-5 27-74 324- 2 0 43-0 44-12 2x: Y) Scale = 1:60.5. 7xe MT18HS = 5.00 12 2.3 11 5z6 = 7x8 = 18 2J 24 17 20 Qb 16z/ 10 2" 14 29 73 Ju J1 12 42 JJ 11 5x12 MT18HS i axe II Bx10 = 6z10 MT18HS = 10z10 = full)= 70x10 = 5xe MT1BHS II IN10 Plate Uffsets (X,Y)— [2:04-6,0-2-15], [5:04-0,Edge], [6:0-2-0,0-1.8],[7:1)-54,0.24],-[9:0-2-12,0-1-8], [10:0-3-8,0-24], [11:0-6-4,0-2-8], [12:0-341,0-5-8], [14:0-3-8,0-6-0], [16:0-3-8 0-6-01 r17'DA40-e411 - LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in poc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC , 0.91 Vert(LL) 0.6616-17 ,576 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.89 16-17 s,428 240 MT18HS 2441190 BCLL 0.0 • Rep Stress Incr NO WB 0.98 Hom(TL) 0.17 11 n/a WE BCDL 10.0 Code FBC2014rTP12007 (Matrix-M) Weight 563 lb FT=20% LUMBER-. BRACING - TOP CHORD Zx4 SP M 30 *Except' TOP CHORD 1-5: 2x4 SP M 31 BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP M 30'Excepr WEBS 10-11: 2x6 SP No.2, 3-18,3-17,4-17,4-16,6-14: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=11204/0.8-0, 2=8814/0-8-0 Max Holz 2=542(LC 8) Max Uplift 11 =81 1 O(LC B), 2=-6299(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=23097/16433, 3-4=20611/14633, 4-5=15945/11327, 5-6=15894/11336, 6-7=11733/8417, 7-22=8858/6415, 8-22=8858/6415, 8-9=8858/6415, 9-10=5280/3823, 10-11=9917(7207 BOT CHORD 2-18=-15580/21288, 18-23=15580121288, 23-24=15580121288, 17-24=15580121288, 17-25=-13816/19005, 25-26=13816/19005, 16-26=13816/19005, 16-27=10637/14671, 15-27=10637/14671,15-28=-10637/14671,14-28=10637/14671, 14-29=7920/10929, 13-29=7920/10929, 13.30=3823/5260, 30-31=3823/5280, 12-31=3823/5280 WEBS 3-18=1282/1800, 3-17=2502/1934, 4.17=31341/5134, 4-16=5652/4146,. 6-16=4521/6413, 6-14=6380/4629, 7-14=567917945, 7-13=4215/3062, B-13=-243/260, 9-13=541517475, 9-12=6743/4958, 10-12=8020H 1079 Structural wood sheathing directly applied or 2-3-2 oc puffins, except end verticals. Rigid ceiling directly applied or 6-1-3 oc bracing. 1 Row at midpt 10-11, 6-14, 10-12 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-4-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 04-0 oc. Webs connected as follows: 20 -1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIr170mph (3-second gust) Vasd=132mph; TCDL=4.2pst, BCDL=3.Opsf; hot 9ft; B=45ft L=32tt eave=oft; Cat II; Exp C; End., GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1:60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) • TAs 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 8110 lb uplift atjoint 11 and 6299 lb uplift at joint 2 CJVVA,N9'Va0rry2design parameters and READ Ni ON THIS AND INCLUDED MITI REFERENCE PAGE AW.7473 mv. IW=OfS BEFORE USE Design valid for use only with MToW mente dors. This design is based any upon parameters shmnn, and is for an individual bulding component, not a truss system. Before use, the budding designer must verify a applicability of design parameters and property incorporate 1Ns design into the overall buldingdesign. BMdnglndimtedistopreventbuddingofindividualbusswabandrordadmembemonly. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and propeM damage. For general guidance regarding the folacrion, storage, defiw, , erection and braceng of trustee and Was systems, see ANSUIPII Quality Criteria, DSB-99 and Bm] Building Component 69M Parka East Blvd. Safety Information available from Truss Plate lnstiMe, 218 N. Lea great, Suite 312, Nexandria, VA 22314. Tampa, FL 3561D Job - Truss - Truss Type - Cy Ply Rodney Han caragelCTF T10674044 7C67 GRM MONO HIP 1 q L ob e e o 1 ChambeMTruss, Pont Pierce, FL 7.640 a Apr 192016 Mites Industries, Ina no Apr 1309:03:422017 Paget ID:JsEb9EauollMQ6uVAopZl WZRYWa-CnEd8gvg4gAUnPU2RDjhHFb3Ks9g5 Csb9Y1y5zRBfF NOTES- 10) Haneer(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)2684 He down and 2054 lb up at 741-12, 1245 lb down and 873 lb up at 9-0-12, 1246 lb down and 881 RD up at 11-0-12. 1244 lb down and 8871b up at 13-0-12, 1245 Ile down and 898 Ile up at 15.0-12, 1245 lb dawn and 909 lb up at 17-0-12, 1242 Ib down and 916 Ile up at 19-0-12, 1243 lb down and 918 lb up at 21.0-12, 12701b down and 9221b up at 23.0-12, 1292Jb down and 921 lb up at 25-D-12, 1299 lb down and 921 lb up at 27-0-12, and 1299 lb down and 921 lb up at 28-11-4, and 12921b down and 921 lb up at 30-114 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 (PI) Vert: 1-7=54, 7-10=54, 2-11=20 Concentrated Loads (Ib) Vert 14=1242(l 13=-1245(F) 23=-2684(F) 24=-1245(F) 25=1246(F) 26=1244(F) 27=1245(F) 28=-1245fl 29=-1243(F) 30=1244(F) 31=1245(17) 32=1245(F) 33=1244(F) s AWARNING-Verify deeds. Pammefars and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1&I-7473 MA 1WOM2015 BEFORE USE aaaa Design valid for use onfywim MdekO connectors. This design is based ony upon parameters shown, and is for an Individual building component not ��• a Mas system. Before use, Vie budGng designer mustveriy hie applicability of deign parameters and properly incoryorate this design into the overall buldngdesIgn. ginseng indica4distaprevenlbuc ingofinewidualVusswebandlvdiordmembersonly. Additionaltempomryandpemanentbraoing M(Tek- is sways required for stability and to prevent collapse Wan possible personal in)ury and Property damage. For general guidance regarding hie fabdoagon, strop., delivery, erection and bracing of musses and bass systems, see ANSI P11 Ctuddy Cri eria, DSB-89 antl SCSI Building Component 69N Parke East Blvd. Safety Information mialable from Truss Plate Institute. 218 N. Lee SteeL Suite 312. Alexandra, VA 22314. Tempo, FL-36610 Job Truss Truss Type Dty Ply Rodney HaAGaragelCTF T10874045 74267 GRR MONO HIP 1 1 Reference of 5.DO 12 5.2-12 5-1.0 6.1.0 5.1.0 Scale = 158.3 7X10 MTI8HS = 3.4 11 6xe = 5xe MT18HS = 3x4 = 6x8 = 6xm = m u 4x12 = 3.8 II 6XIO MT18HS = 3x10 = 3X10 = 4x12 = 4x10 II 3X10 = 6x10 MT18HS = r 3-5-10 i 618 I 11E I 16-7-4 I 21A i i!Wi 324M Plate Offsets (X Y)- r2�0-6-0 0-1-51 13�0-4-0 0-4-81 14,0-3-8 0-3-01 18,0-3-8 0-3-01 111,0-3-8 0-2-01 112 0-3-8 0-1-81 115'0-41 0-0-01 HE 0.3-8 0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (too) Vde0 Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.66, Vert(LL) -0.37 14-16 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.8514-16 >448 240 MT18HS 244/190 BCLL 0.0 Rep Stress lncr NO WB 0.80 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.6814-16 >562 240 Weight: 206 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.OE *Except* TOP CHORD 1-3: 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP M 30'Excepl" WEBS 9-10: 2x6 SP No.2, 3-17,4-16,6-14,7-12,8-11: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=24B4/0-8-0, 2=2384/0-8-0 Max Holz 2=194(LC 8) Max Uplif(10=1948(LC 6). 2=1905(LC 8) Max Grav 10=2BB3(LC 13), 2=2844(LC 13) FORCES. 0b) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=6854/4447. 3-21=8923/5968, 4-21=8926/5967, 4-22=-9391/6303, 5-22=9391/6303, 5-6=9391/6303, 6-23=9391/6303, 7-23=9391/6303, 7-24=8080/5442, 8-24=-8080/5442, 8-9=-4945/3337, 9-10=2737/1935 BOT CHORD 2.17=4157/6309, 16-17=4182/6365, 15-16=5961/8920, 14-15=5961/8920, 13-14=5442/8080, 12-13=5442/8080, 11-12=3337/4945 WEBS 3-17=-041/992, 3-16=198212933, 4-16=1093/963, 4-14=498/587, 6-14=671/659, 7-14=984/1461, 7-12=1326/1092, 6-12=2346/3493, 8.11=2220/1722, 9-11=3611/5352 Structural wood sheathing directly applied or 2-5-10 oc puffins, except end verticals. Rigid ceiling directly applied or 4-2-14 oc bracing. 1 Row at midpt 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45f; L=32ft; eave=oft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1948 lb uplift at joint 10 and 1905 lb uplift at joint 2. 8) Girder writes hip end with D-0-0 right side setback, 6-3-8 left side setback, and 7-0-0 end setback. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 714 lb dawn and 401 lb up at 63-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the few of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard AWARNING-Verry design pammefers and READ NOTES ON THIS AND INCLUDED MI7ERREFERENCE PAGE 0101II-7473 me, 1N034015BEFORE USE. asesse Design valid for use on"th MMOM connedors. This design is based ony upon parameters sheen, and is for an individual budding component, not ��• a buss system. Before use, Me budding designer must vent' the apptieabiliy aINove or design pametem and property Maxponate s design into Me ra0 budding design. among indicated is to prevent bucking of Individual truss amb andfor tlmrd members only. Additional temporary and permanent bracing MiTW Is allays required for stability and a pever4 aodapse with passible personal injury and property damage. For general guidanm regarding Me fabncatian,storage, dedvery, erection and bradng a tosses and truss systems, see ANSV1PI1 Quality criteria, DSB-99 and Bwl Building Component 69M Parke East BW. Salety Information available rum Truss Plate Institute, 218 N. Lee spent, Suite 312, Alexandria, VA 22314. Tampa. FL 361310 Job - TNss TNss Type Dty Ply Rodney Hag GamgelCTF T10876045, 74267 GRR MONO HIP 1 1 DbReferpnove (optignuall Chambers Tmse, Fort Pierm, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1:25,'Plate Inaeasei Uniform Loads (plo Vert: 1-3=54, 3-9=-113(F=59), 2-17=20, 10-17=42(1`=22) Concentrated Loads (Ib) Vert: 17=427(F) 7.640 s Apr 192016 MTek Industries, Inc Thu Apr 1309:03A32D17 Paget ID:JsEb8EauollMD6uVAopZ1 VJLRYWo-gzo7LAwir ILPZ3E_8EwpS81xG6ugUJ7ppHeVXZRBfE AWARNING-Verify design eramefors andREAD Mores ON THIS AND INCLUDED MTEX REFERENCE PAGE MIlJ470 rev. 1WM015 BEFORE USE Design valid for use only Wm 107ek.9 connectors. This design is based any upon parameters shown, and Is for an individual building corporeal, not Nil' tmss system. Before use, the building designer must veby Me eppGrabiliy of design parameters in ameters and propecorpNi orate s design into No overall ■ bugdingdesign. among intlicated is to prevent burkgng ofindividualtmssvmb andror Moral members only. Additionaltempoaryandpemunentbraiing MiTek' Is ah zys required for stability and to prevent collapsewth possible personal injury and property damage. For geneal guidance regarding the fabdcabon, storage, deriver , erection and bri of busses and was systems, see ANSM11 Ouxgty Criteria, Di and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22316. 69M Parka East Bbdr Tampa, FL 36610 Job TNse Truss Type Qty Ply Rodnay Hag GaragelCW T108]4046 74267 J1A JACK 4 i re optional) '-""-'—..� e.oru"or iv[ula col l eft mouses, mC 1nu rrpr,a us.—, ,,, r uei ID:JsEbBEauo[IMQ6uVAopZl WzRYWo-gzo?LAvAi ILPZ3E eEWpS8QRGDyggp?ppHaVxzRBfE -141.D 1-7.6 1A0 L Scale=1:6.6 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdeO Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.02 VenQL) -0.00. 6 >999 240 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Haz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wlnd(LL) -0.00 6. >999 240 Weight 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=14/Mechanica1, 2=110/0-8-0, 4=8/Mechanical Max Hors 2=61(LC 12) Max Uplift3=10(LC 9), 2=134(LC 12), 4=3(LC 9) Max Grav 3=14(LC 17), 2=110(LC 1), 4=14(LC 3) FORCES. Ula) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-6 oc pudins. BOT CHORD Rigid ceiling directly applied or10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=451t; L=24ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directionap and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live [cad 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 10 lb uplift at joint 3, 134 lb uplift at joint 2 and 3lb uplift at joint 4. 6) "SemLrigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. AwdiboNO-Verify design parameters and READ NOTES ON 7111SAND/NCLUDEOMREKREFERENCEPAGENI-7473ms, 1010,2101SBEFOREUSE Design valid for use onIV mh MTeW connedars. This design is based only upon parameters shaven, and is for an individval bulding component; not ��• a tmss system, Belem use, the building designer must verify Na appGwbgity of design parameters and properly incoryorab W s design into rue overafl buldingdesign. EntangIndicated Istopreventburklin9alindlvidualbussmbandlorrAcrdmembers only. Additional temporary and pe.nentbratlng MiTek' is allays required for slabigty and to prevent mlapse Win possible personal injury and property damage. Forgeneralguidancoregafngrue rabtllation,storage, delivery, erection and bracts oftmsses and Wss systems, see ANSMII Quality Critoria, OSBes and BCSI Building Component Safety Information ..liable /ram This Piste Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 69b4 Pere East BNd. Tampa, FL 36610 Job Truss Tmss Type pry Ply Ron" Hall GamgWCTF' T10B7404]' 7467 J3A JACK 4 1 .Inn Reference /nnlinnnll Chambers Truss, Fort Pierce, FL 7."0a Apr 192016 MiTek Industries. Inc ThU Apr 13 09:03:43 2017 Page ID:JSEbBEauollMOBUVAopZlWzRYWo-gzo7LAwlr ILPZ3E BEwpSBPWGBLggp7ppHaVXzRBfE 3-0 1 � 1-0-0 341 Scale=/:10.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) UdellUd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 8 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.01 4-8 >999 240. BCLL 0.0 • Rep Stress Incr YES WB 0.00 Hom(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wnd(LL) 0.01 4-8 >999 240 Weight: 131b FT=20% LUMBER - TOP CHORD 2x4 SP ND.3 BOT CHORD 2x4�SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 2=19210-8.0, 4=32/Mechanical Max Harz 2=111(LC 12) Max Uplift3=-70(LC 12), 2=-168(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=192(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; 13=451t; L=24ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-6 to 2-0-10, Interior(1) 2-0-10 to 3-2-5 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load ncnconcument 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 brings; to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 70 lb uplift at joint 3, 168 lb uplift at joint 2 and 4 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. a QWARNINO-Verily design Pa2merers and READ NOTES ON TN/SANDINCLUDED MITEKREFERENCEPAGENI-1472 rev. 111,03/2015 BEFORE USE Design Vald for use on"fin MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component; not ��• a truss system. Before use, the building designer must verify One applicoblity adesign parameters and properly Incorporate Onto design into fire overall buildingdeslgn. Bradnglndiratedistoprevent bucking ofindinidualtmssueb andlorcicrd members only. Additional temporary and Permanent turning WOW is al f required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding NB fabrication, storage, degvery, erection and bmong of tresses and truss systems, see Martial Duality Criteria, DSB-89 and BCSI Building Component 69M Parke East BIM. Safetylnforma6on available from Trans Plata Institute, 218 N. Lee Siree4 Suite 312, Alexandra, VA22314. Tampa, FL 3WIO Job Truss Truss Type - ply Ply Rodney Hall GarsgeICTF- T106]4p48 74267 J5A JACK 3 1 Job Reference(optional) Chambers Truss, Fort Pierce, FL 7.640s Apr 192016 MTek Industries, Inc Thv Apr 1309.01442017 Pagel ID:JsEbSEeuollMD6uVAopZlWzRYWo-89MNZWN cHOCOjeRVd9MghPsgS_Z7392T771 zRBfD 3x4 = Li3W Style =1.15.0 Plate Offsets fX Y1— 12'0-1-1 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.02 4-8 >999 360 MT20 2441190 TCDL 7.0 Lumber.DOL 1.25 BC 0.42 Vert(TL) -0.06 4-8 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a Na BCDL 10.0 Code FBC2014rTP12007 (Matrix-M) Wlnd(LL) 0.04 4-8 >999 240 Weight 20111 FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=109/Mechanica1, 2=293/0-8-0, 4=49/Mechanical Max Holz 2=164(LC 12) Max Uplift3=125(1_C 12), 2=226(LC 12) Max Grav3=109(LC 1), 2=293(LC 1), 4=82(LC 3) FORCES. (Ib) - Max, Comp./Max. Ten. -All forms 250 01b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCD1.=1.2psf; BCDL=3.0psf; h=19ft; B=45ft; L=24ft; eave=off; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directorial) and C-C Extedor(2)-0-11-6 to 2-0-10,. Interior(1) 2-0-10 to 5-5-0 Zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 125111 uplift at joint 3 and 226111 uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING-V fi& daslgn parameters end READ NOTES ON THIS AND INCLUDED AIRER NEFERENCE PAGE MI-7473 rev, fWDY10f5 BEFORE USE essess Design valid for use only wdh MTek® correctors. This design Is based any upon parameters shown, and is for an individual building component, not ��• a buss system. Before me, the building designer must vent' the applicability Nis of design parameters and properly Incorporate design Into dueoverall buildingdesign.. BrzWgindicated is to preventbuckling ofindiddualtrussweb and/or Mordmembers only. Additionaltemponsyandpemanentbrocing MiTek' is always required for stability and to prevent conapsewiN passible personal lnjuryand property damage. Forgeneralguidanceregardingthe fabrication, storage. delivery, erection and among oftrosses and truss systems, see ANSVTPH Quality Criteria, DSBd9 and BCSI Building Component 69N Parka East Blvd. Safety Information amiable from Truss Plate Institute, 218 N. Lee street, Suite 312. Alexandre, VAW314. Tampa, FL 36610 Job Truss was Type - -Oty Ply Rodney Hall GaragelCTF T10B74049 74267 JSB- JACK 11 1 _ _ _ ob RoterettCelopt 0 a chamaers trues, tort PI... FL 7.640 s Apr 192016 MiTek Industries. Inc. The Apr 13 o9:03:44 2017 Page ID:JsEb9EauollMO6uVAopZlWzRYWo-89MNZWwwcHOCOjeRYd9Mgh5hgTiZ7392T171 zRBfD 5-DD 580 Scale=1:14.0 3x4 = 4 LOADING (psf) SPACING- 2-0.0 CSI. DEFL in (Joe) Vdeg Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.01 4-8 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.04 4-8 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/7P12007 (Matrix-M) Wnd(LL) 0.03 4-8 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=98/Mechanical, 2=267/0-8-0, 4=45/Mechanical Max Hom 2=150(LC 12) Max Uplift3=111(LC 12), 2=21l(LC 12), 4=1(LC 12) 'Max Grav 3=98(LC 1). 2=267(LC 1), 4=73(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 260 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight 181b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45f ; L=24ft; eave=oft; Cat II; Exp C; End., GCpi=0.18; MWFRS.(directional) and C-C Exterior(2)-0-11-6 to 2-0-10, Interior(1) 2-0-10 to 4-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0t 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 111 lb uplift at joint 3, 211 lb uplift atjoint 2 and i Ib uplift atjoint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QWARNING- Vmlq design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MI-7473 rev. 1010.V1015 BEFORE USE Design valid for ma only wi0t MffsW connectors. This design is based ordy upon parameters shoran, and is for an individual building component, not MR truss system. Before us.. the bung designer must verify the appOwblity of design parameters and papers, Ni incorporate s design into the overall buldingdesign. Smd gindiwtedistopmv ntbuckgngofindividual0 sswebandlorMoMmem coo*. Additional temporary and pemanambracmg MiTek- isahvaysrequiredforstablityandtopreventcogapsewithpossiblepersonallnjury and property damage. ForgeneralguidanmregaraingtIne fabrication, storage, delivery, erection and bra6ng arbusses and truss systems,see ANSPmIt Quality Criteria, DBMS and BCsl Building Component 69N Parke East BW. safety Information ii aUable from Truss Plate Institute, 218 N. Lee street, nuke 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type - - Oty ply Rodney Het GaagelCTF T10s]4050 74267 J] JACK 28 1 b R f (optional) Chambers Trues, Fort Pierce, FL TM a Apr 192016 MiTek lndustdes, IAs. Tha Apr 13 09:03:45 2017 Page ID:JsEbBEau0ilMQBUVAopZ1 WIRY Wo-cLwlmsxYNbY3etOd6ZGOulDge4molaJIH7mh20zRB/C 7-0-0 -0-0 7-0-0 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in Doc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Verl(LL) -0.06. 4-8 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Ver1(TL) -0.15 4-8 >536 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Hom(TL) 0.01 2 rVa nla BCOL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 4-8 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanical, 2=358/0-8-0, 4=59/Mechanical Max Ho¢ 2=220(LC12) Max Uplih3=-168(LC 12), 2=258(LC 12) Max Grav 3=143(LC 17). 2=358(LC 1), 4=103(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale=1:19.6 PLATES GRIP MT20 2441I90 Weight 241b FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=191t; B=45f; L=24R; eave=411; Cat II; Exp C; End, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -0-11 -5 to2-0-11, Intertor(l) 2-0-11 to &104 zone;C-C. for members and forces & MWFRS.for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent 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 166 lb uplift at joint 3 and 258 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AwANAwG-Verity design parameters and READ NOTES ON MIS AND INCLUDED M REFERENCE PAGE MI-7473 rev. 1aVVh)15 BEFORE USE ' Design valid for use only with larreW mnneolo s. This design is based any upon parameters shown, and is for an individual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and property incorporate Nis design into Na overall builtiingdesign. BmdngindimtedistopreventbuWngcfindMdualtmsswebandlor oWmembemonV. Addrionaltemporaryand permanent bracing MiTek' Is allays required for stalky and to prevent collapse Win possible personal injury and property damage. For general guidance regarding the fabrication, storage, detvery, erection and bracing of tresses and buss systems, see ANSU1P11 Quality Creech, DSB Sand BCSI Building Component 69M Padie East Blvd. Safety Information available tram Truss Plate Institute, 218 N. Lee sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 36810 Job - Truss Truss Type Oy Pry Rodney Hal Ga.ge/CM` _ T10874051 71P67 J713 JACK 13 1 1 Job e e lional Grumman. I rues, Pon Pierce, FL 1- 0 T.EW s Apr la 201ti MI I eft maa ones, mC ,nu ry r ratla . ID:JsEb8Eauol IMO6uVAopZt WzRYVJo-cLvdmsxYNbY3etDd6ZGOutDhz4molaJIH7mhZOzRBfC Scale = 1:17.6 3x5 = 4 LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (lac) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.05. 4.8 >999 360 TCDL 7.6 Lumber DOL 1.25 SC 0.57 Vert(TL) -0.15 4-8 >540 240. BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 Na n/a BCDL 10.0 Code FBC2014rrPI2007 (Matrix-M) Wind(LL) 0.07 4-8 >999 240 LUMBER - TOP CHORD Zxb SP M 30 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=142IMechanical, 2=355/0-8-0, 4=59/Mechanical Max Hom 2=198(LC 12) Max Uplift3=-162(LC 12), 2=264(LC 12) Max Grant 3=142(LC 1), 2=358(LC 1), 4=102(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244119D Weight 241b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 Be purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=3.Opsf; h=19ft; B=45f; L=2411; eave=oft; Cat II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-11-6 to 2-0-10,.Intedor(1) 2-0-10 to 6-10-4 zone;C-C.for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other 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-&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 162 lb uplift at joint 3 and 264 lb uplift at joint 2. 6) "Sent id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING - Verfly design personate. and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 01-7473 ray. 1010JG015 BEFORE USE Design valid for use ony vi h MTeM connectors. This design is based only upon parameters shown, and is for an individual bulling component, not a Wss system. Before use, the building designer must vent' the appritabliy 0design parameters and properly incoramous We design Into the overall buldogdesign. BmdngindiwtedistopmventbuWngofindiAdual WssvebanWwaoWmembe.ony. Additionaltemporaryandpemunentb.dog MiTek' is always required for astiliy and to prevent collapse with passible personal injury and property damage. For general guidanm regarding to fabnoation, storage, delivery, erection and bradng of Vueses and buss systems, sea ANSM11 Quality Criteria, DS689 and Best Building Component 6904 Parke East BW. SudetyInformation available from Truss Plate InetiWte, 218 N. Lee Street Suite 312.Aleaandms VA 22314. Tamps, FL 36610 ob Truss Truss Type - Ory Pty Rodney Hall GaragnICTF r1t674osz 7438] JA JACK 2 1 Inh Rafwnnm Inm'nnnll Chambers Truss, Fort Pierce, FL 7.640 s Apr 192016 MiTek Industries, Inc Thu Apr 13 09:03:452017 Page 1 ID:JsEbBEauollM06uVADpZ1 WZRYVVO cLvAmmYNbY3elDd6ZGOutDiO4nelaJl H7mhZQzRBfC 63 7 6-3-7 Scale=1:19.2 Plate offsets (x.Yl— r2:6-1-6.8-6-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.37 Ved(LL) -0.04 4-8 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.10 4-8 >742 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 WE WE BCOL 10.0 Code FBC20147rP12007 (Matrix-M) Wind(-L) 0.05 4-e >999 240 Weight: 22 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP NO.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=127/Mechanical, 2=325/0-8-0, 4=53/Mechanical Max Horz 2=201(LC 12) Max Upl413=150(LC 12), 2=239(LC 12) Max Grant 3=128(LC 17), 2=325(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; B=4511; L=2411; eave=41t; Cat II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-11-5 to2-0-11,.Interior(1) 2-0-11 to 6-1-11 zone;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 nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 3 and 239 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verity design parameters and READ NOTES ON THIS MD INCLUDED Mtni REFERENCE PAGE 19/-7473 rev. 10403,2015 BEFORE USE Design vagd for use any with MiTeM cermectors. We design is based arty upon parameters shaven, and is for an individual budding component. not ��- a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate Nis design Into the event bugtlingdesign. Bracing indicated is to prevent budding of individual truss was andruNord members only. Additional temporary and permanent bracing MiTek' is aAvays required for subJiy and W prevent collapse WM possible personal injury and property damaga. For general guidance regarding me fabrication, storage, delivery,..mlon and bracing of buss.. and buss systems, see ANSMII Quality Criers, DSB-89 and SCSI Building Component fi904 Parke East Blvdr Safety Information available from Trues Plate Institute, 218 N. Lee Sbeel, Suite 312, A1exandmi, VA 22314. Tampa, FL 36610 Job - Truss Truss Type - Oty Ply Rodney Hall Gmage1CTF T108T4063. )4i6) JB JACK 3 1 J Clarence (OP' 1) Chambers Truss, Fait Pierce, FL 7.640 s Apr 192016 MTek Industries, Inc Thu Apr 13 09:03:46 2017 Pagel ID:JsEbBEauoIIMD6uVAopZ1 WzRYWo-4YU7 ByA8vgwGl opgGndR5mg5UA01 I ZSWnWE5szRBfB .1-0-0 44i.13 1-0.0 F 4813 3x4 LOADING (psq SPACING- 2-0-0 CSI. DEFL in Ooc) Vdefi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.01 4-8 -999 360 TCDL 7.0 Lumber.DOL 1.25 BC 0.32. Vert(TL) -0.03. 4-8 >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Hom(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12OD7 (Matrix-M) Wind(LL) 0.02 4-8 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=88/Mechanical, 2=24410-8-0, 4=41/Mechanical Max Ho¢ 2=153(LC 12) Max Uplift3=102(LC 12), 2=194(LC 12), 4= 1(LC 12) Max Gray 3=88(LC 17), 2=244(LC 1), 4=66(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. PLATES MT20 GRIP 244/190 Scale=1:14.0 Weight 171b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-5-13 oc putting. BOT CHORD Rigid ceiling directly applied or IG-D-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1r170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=19ft; 13=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-11-5 to 2-G-11, Interior(1) 2-0-11 to 44-1 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet 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 Buss to Buss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3, 194 lb uplift at joint 2 and 1 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARMNG •Verdy design pammet.. and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGERIJQI rev. 1"=015 BEFORE USE Design vaIrd for use only v4N MTek® connectors. This design is based only upon parameters shown, and is for an Individual bulding component: not ��- a truss system. Before use, Me buldng designer must verify Me applicability of design Parameters and properly Mooryor4te this design Into Me overall buildingdesign.. Bracing hooded is to prevenlbuGfng ofindiAdual uvssweb andlor Mord members only. Additional temporary and permanent linang MiTek' Is allays required for stability and to prevent o4apse eiM possible personal injury and property damage. For general guidance regarding Me Norodom, storage, delivery, eredion and bm6ng of trusses and truss systems, see ANSVTPII Quality Wane, DSB-09 and BCS1 Building Component 69M Parke East Byd. SaffWnfomration avalable "in Truss Plate Institute. 218 N. Lee street, Suite 312. Alexandre, VA 22314. Tampa, FL 36610 Job - TrOsS Truss Type Oty P T108740 54 76i67 JC JACK 4 1-0-0 A-1 ID:JsEbBEauolIM06uVAopZ1 WLRYWo-4YU7_ByABvgwGI opgGnd R5mwcUD311ZSWnWE5szRBfB 3x4 = 4 Scale=1:10.3. 2-B4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ved(LL) -0.00 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Ven(TL) -0.00 4-8 >999 240 BCLL 0.0 ' Rep Stress ITer YES WB 0.00 Hom(TL) 0.00 2 n1a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wlnd(LL) 0.00 8 >999 240 Weight: ll no FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=50/Mechanical, 2=163/0-8-0, 4=26/Mechanical Max Hoe 2=106(LC 12) Max Uplift3=56(1-C 12), 2=150(LC 12), 4=3(LC 12) Max Grav 3=51(LC 17), 2=163(LC 1), 4=38(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-4 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wiind.ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=19ft; 3=45ft; L=24ft; eave=oft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2)-0-11-5 to 2-0-11, Interior(1) 241-11 to 2-6-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for hose to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3, 150 lb uplift aljoint 2 and 31b uplift aljoint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A-ARNING-Verify design parameters and READ NOTES ON TNISAND INCLUDED M/TEKREFERENCEPAGEWI-7413 rev. IN01/2gI5BEFORE USE Design valid for use on"tin MRelr® aennedom This design is based only upon parameters shown, and is for an individual building mmponem. not a Was system. Before use, the building designer must very the applicability of design parameters and property inmryorata this design into the overall buildngdesign. BmcingindicatedistopreventbualingofindividualWasneband/orMadmembersonly. Additional temporeryand permanentbreomg MiTek- Isalwaysrequiredforsizbi6tyandtoprevardcellapsevaltpossiblepersonalinjuryantlpmpedydamage. Forgeneralguidanceragardingthe rabrcatien, storage, delivery, erection and bredng of mosses and truss systems, see ANSVIPI1 Quality Criteria, DSBA9 and BCSI Building Component 690t parka East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 3661D Job Tmss Tmss Type Qty Ply Rodney Hall GaragelCTF 74267 JD JACK 9 1 T10e71055 Job Reference fopf'onaO cnamaen ,mzs, Ton creme, rt r.oau snpnrzmo mu ert,nou:n,er. mr: ,nu rats„aura....+, cuu r=ue, ID:JSEb8EaucIIMQBuVAopZ1W[RYWo-Yk2NB%zovContAMOD Is IJ2xta5mUpbkRFoelzRBfA 1-0-0 0.10-10 414 = 4 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in poc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(rL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOm(fL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014/rP12007 (Matrix) W1nd(LL) 0.00 2 — 240 LUMBER - TOP CHORD 2a4SPNo.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4'SP ND.3 REACTIONS. (lb/size) 3=70/Mechanical, 2=173/0-10.10, 4=6/0-10-10 Max Hom 2=60(LC 12) Max Uplift3=70(LC 1), 2=268(LC 12) Max Gray 3=127(LC 12), 2=173(LC 1), 4=11(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scala =16.4 PLATES GRIP MT20 244/190 Weight 51b FT= 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-10 cc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=459; L=24ft; eave=oft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directorial) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 70lb uplift at joint 3 and 268 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. - A-ARNINo - Veiny des/gn paamerars and READ NOTES ON THIS AND INCL UDEO MREK REFERENCE PAGE MMI-1473 rev. 1WOM015 BEFORE USE Design valid for use only Willi MTeM connecors. This design is based only upon parameters shovm, and is for an individual building component, not a muss system. Before use, Me budding designer must vents Pe appfrabaiy of design parameters and pupedy incorporate Out design Into Me overall builNngdesign.. Bmdnglndimtedistopreventbu&ringoflndMdual Wssxebandlor NoMmembemony.Add'Nonal tempoary and permanent bracing MiTeW Is Wanes mquiad for sdadly and to paver collapse WM possible personal injury and propeM damage. Forgeneralguidanaregaidinglke fabrication, storage, debvey, emdion and bracing of busses and was systems, see ANSM11 Quality Criteria, OSE-69 and BCSI Building Component 69M Parke Fast Blvd. Safety lnformaBon available from Tmss Plata lns0ute, 218 N. Lee S ndet, Suite 3121 Akxandna, VA 22314. Tampa, FL 36610 J Truss TypeO Oty - Ply Rodney Hall GamgelCW T108]4056 7.267 K15 MONob MON TRU55 1 1 Job petition.rotational) ChambersTruss, Fort Pierce, FL 7.6405 Apr 192016 MTek lndustnes, Inc. Thu Apr 1309:03:472017 Pagel ID:JsEbBEauollMD6uVAopZlWzRYWo-Yk2WBkzovCantAMOD Is IJ5otZMmUpbkRFoelzRBFA 3.7-10 6.7-11 _ 3-7-10 M-1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/de8 L/d TCLL 2D.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.03 4-8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.06 4-8 >999 240. BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014/fPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=104/Mechanical,2=208/0-10-9,4=51/Mechanical Max Horz 2=155(LC 8) '.Max Uplift3=118(LC 8), 2=204(LC 8), 4=6(LC 5) 'Max Gmv 3=104(LC 1), 2=208(LC 1), 4=78(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:15.6 PLATES GRIP MT20 244/190 Weight 24 lb FT=20% BRACING - TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45f; L=24ft; eave=oft; Cat II; Exp C; End., GCpi=D.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf 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 118 lb uplift atjoint 3, 204 lb uplift atjoint 2 and 6lb uplift at joinil 6) "Semi -rigid pOchbmaks including heels" Member end focily model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 116 lb up at 1-4-14, 73 lb down and 69 lb up at 1-6-13, and 20 lb down and 76 lb up at 4-1-3, and 13 for down and 93lb up at 4.6-11 on top chord, and 43 lb up at 1-4-14, 471b up at 1-6-13, and 29 lb up at 4-1-3. and 2lb down and 33 lb up at 4811 on bottom chord. The desigNselection of such connection devices) 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 Unlfomn Loads (plf) Vert: 1-3=54, 4-6=20 Concentrated Loads (lb) Vert: 9=110(F=69, B=41) 10=23(B) 11=17(F)12=45(F=24,8=21) 13=2(B) 14=2(F) AWARNING-vMaydesign p...a santlREADNOTESONTHISANDINCLUDEDMITENREFERENCEPAGEMII-7Qdmv.la'012015BEFOREUSE Design valid for use onlywith MiTek® connectors. This design is based ony upon parameters shorn, and is for an indlMdual building component, not a cross system. Before use, the building designer must vent' Ne applicability of design parameters and propeM incorporste or design into the overall buildingdesign.. Bracingindicated istopreventbuclOng ofindimdualbussweb and/orchoed members ony.Add'eionaltemporary. and permanent bracing MiTek' is allays required for stablity and to prevent conapee wish possible personal injury and property damage. For general guidance mgasding the fabrication, storage, delivery, creation and bracing of busses and Vass systems, see ANSUTP110uality CPoeda,DSB-89 and Best Building component 69M Parke East SWc. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job - Truss Truss Type Ott, Ply Rodney Hag GamgelCTF T10974057 7-267 KJT MONO TRUSS 2 1 Job Reference(optional) Chambers Tmss, Fort Pierce, FL 7.640 s All 192016 M, l eft mousmes, ma Thu lap is uras:ro eav rage, ID:JsEbBEauollMQ6uVAopZ1 VhRYW0-bwaOl_RgWwdVKxCnhgSWW1GAHtgVu3kz5?LAlzRBt9 -7515 6.1-8 10412 r 1515 6_141 4J-0 Scale =1:19.5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014rrP12007 CSI. DEFL. in (roc) Well Utl TC 0.18 Vert(LL) 0.03 6-7 >999 240 BC 0.23 Vert(TL) -0.06 6-7 >999 240 WB 0.26 Hom(FL) 0.01 5 n/a Na (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=142/Mxhanleal, 2=338/D-10-9, 5=318/Mechanical Max Holz 2=221(LC 8) Max Uplift,[=170(LC 8), 2=289(LC 8). 5=194(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=640/500, 12.13=663/492, 13-14=630/471, 3-14=-613/454 BOT CHORD 2-18=-496/613, 18-19=496/613, 19-20=496/613, 7-20=-496/613, 7-21=496/613, 21-22=496/613, 22-23=496/613, 6.23=496/613 WEBS 3-6=673/545 PLATES GRIP MT20 244119D Weight 441b FT=20% Structural wood sheathing directly applied or 6.0-0 oc putting. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f1; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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 2b0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss Connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 4, 289lb uplift at joint 2 and 194 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 Ib down and 116 Ito up at 14-14, 73 Ib down and 69 lb up at 1-6-13, 20 Ito down and 76 lb up at 4-1.3, 13 lb down and 93 Ib up at 4811, 15 lb down and 124 lb up at 6-9-7, and 29 lb down and 1491b up at 7-6-9, and 54 lb down and 171 Ib up at 9-5-12 on top chord, and 43 lb up at 14-14, 47 lb up at 1.6-13, 29 lb up at 4-1-3, 2lb down and 33 lb up at 4-6-11, 13 lb down and 28 lb up at 6-9-7, and 22 lb down and 17 lb up at 7-6-9. and 38 Ib down and 12 lb up at 9-5-12 on bottom chord. The designiselebtion of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) e Vert: 14=54, 5-9=20 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?FJ( REFERENCE PAGE M blla3 rev. idOL2015 BEFORE USE Cosign vagd for use ony with MiTeMD cormedars. Tbis design Is based only upon parameters shaven, and is for an Individual bagging component not �,- a Wss system. Before use, the bugdng designer mug verify the applimbgiy of design parameters and property incorporate this design Into the oveag buildingdesign. Baang indicated isto ofindividual mosvabsndlorcitord members only. Missions temporary and permanent bmdng M!Tek' preventbuouing is ahMs required for slabiliy and to prevent collapse with possible personal injury and Property damage, For general guidance regarding the feenagon,storage, degvery, emotion and bmang of Musses and truss syslems,see ANSMII Quality Criteria, 0.313119 and BCSI Building Component 69U Parka East SW. Safety Information available from Tmss Plate Institute.218 N. Lea SMeet, Suite 312, Neuralgia, VA n314. Tampa,FL 36510 Job Truss -- Truss Type Oty- Pty Rodney Han GerageICTF T10874057 74267 I(J7 MONO TRUSS 2 1 06 a 1' a cralunua buss, Yon Pierce, FL 7.640 a Apr 192016 MITek lndosines, Inc Thu Apr 13 09.03:48 2D17 Page ID:JsEbeEauoIIMQ6uVAopZ1WZRYWo-OwcuOt RgWwdVKxCnhgSWW,GAHtgVu3kz57WzRBf9 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=110(F=41, B=69) 13=23(F) 14=17(B) 15=15(F) 16=29(B) 17=54(F) 18=45(F=21, B=24) 19=2(F) 20=2(B) 21=13(F) 22=19(S) 23=26(F) AWARNINO -VaDIy design paremetorx and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE IwAW3 rev. 10'0312015 BEFORE USE Design valid for use any WM MiTeW connectors. This design is basal only upon parameters shown, and is for an individual bulling amponeal, not Nil' truss system. Before use, 0e building designer must very Me applicability of design parameters and property Incorporate this design Into Me overall bugdingdoagn. Bracingindiatel is to pnbnntbuckfing ofindividuaibusswxb andrarliord members only. Additional temporary and permanent baring MiTek' is aM1rays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication. storage. delivery. erection and unions of trusses and was systems. see ANSM110uality Criteria, DSB 9 and BCSI Building Component 6904 Parke East BM. SafetyInfomodon available from Truss Plata Institute, 218 N. Lee Street, suite 312.Rexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type - Oty Ply Rodney Hall Gamge/CTF T108]4058 74267 yJ]A MONOTRUSs 1 1 Job Reference (optional) Chambens Tmse, Fort Pierce, FL 1S15 7.640 s Apr 19 2016 MTek Indusvies, Ina. Thu Apr 13 09.03:48201T Page 1 ID:JsEb8EauoIIMD6uVAopZ1W2RYWo-0wa01 RgV*WdVKxCnhgSMM'G HuWVv_kz57WzRBM 6-2-3 3x4 = 5 3x4 = Scale =1.20.3 E-23 3-1-13 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.02 7-11 >999 240 MT20 244/190 TCDL 7.0 Lumber.DOL 1.25 BC 0.16 Vert(TL) -0.03 7-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Hoa(TL) 0.01 5 Na n/a BCDL 10.0 Code FBC20141rP12007 (Matrix-M) Weight: 391b FT=20% LUMBER- TOPCHORD 2x4SPM30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=71/1liechanical, 2=29210-11-15, 5=275/Mechanical Max Hom 2=202(LC 8) Max Uplift4=89(LC 4), 2=262(LC 4), 5=209(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Camp./Max. Ten. -All forces 250 Ile) or less except when shown. TOP CHORD 2-12=-447/333, 12-13=470/325, 13-14=437/305, 3-14=-035/300 BOT CHORD 2-17=-374/425, 17-18=374/425, 18-19=374/425, 7-19=374/425, 7-20=374/425, 2D-21=-374/425, 6-21=374/425 WEBS 3-6=506/444 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=24ft; eave=oft; Cat II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcument with any other live loads. 3) " This truss has been designed for a live load of 20.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 hearing plate capable of withstanding 89 lb uplift at joint 4,.262 he uplift at joint 2 and 209 lb uplift atjoint S. 6) "Semi-dgid pitchbreaks including heels" Member end fixity model was used in -the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated loads) 56 He down and 116 lb up at 1-4-14, 73 he down and 69 He up at 1-6-13, 20 lb down and 76 lb up at 4-1-3, 13 lb down and 93 lb up at 4-6-11, and 18 he down and 106 Ib up at 6-9-7, and 29 he down and 131 lb up at 789 on lop chord, and 43 lb up at 1-4-14, 47 lb up at 1-6-13, 29 It, up at 4-1-3. 21b down and 33 Ib up at 4-6-11, and 13 lb down and 281b up at 6-9-7, and 221b down and 17 lb up at 7-6-9 on bottom chord. The design/selection of such Connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0=54, 5-9=-20 Concentrated Loads (Ib) Vert: 12=11 O(F=41, B=69) 13=23(F) 14=17(B) 15=15(17) 16=29(B) 17=45(F=21, 8=24) 18=2(F) 19=2(B) 20=13(F) 21=19(B) e WARN/NG.Verily design pammeNrs and READ NOTES ON THISAND INCLUDEDMREK REFERENCEPAGEMrr.7413 rev. 10A0]12015 BEFORE USE Des'gn valid for use only veh MTek® corrosions. This design is based only upon parameters shove, and is or an individual building cemporent not a truss system, Before use, rue building designer must verify the applicability of design parameters and property Inceryomte this design into rue overall buildngdesign. Bmdngindiwtedistopreventbuatingofindividualtmsswebandlordmrdmembersanty. Additional temporary and permanent bracing MiTek- Isalun s, required for stability and to prevent ca0a v,1M possible personal injury and property damage. For general guidance regarding Me fabncetion,storage, de0very, emotion and bracing ofhusses and truss Systems. see ANSVIPII Quality Criteria, DS1329 and BCSI Building Component 69N Parke East Blvd. Safety Information available hem Truss Plate Institute, 218 N. Lea Street Suite 312, Aksandda, VA 22314. Tampa, FL 35610 Job - - Truss Tuss Type ply Ply Rooney HaO GaragelCTF T10874059 74M7 L MONO HIP 1 1 Job Reference(o0t'anall cham0e21 was, ion Fla., eL 7.640eApr192016MITeklntlus1mo,In6 JIa14r1309W:493U17 Pagel ID:JsEb8EauoIIMD6uVAopZ1 VhRYWb-U79GcD_3Rg2U7U WOLOLK3jOMghCEEFLuCIkuIBzRBfe -0-0-0 6-0-13 I 124L7 18 &6 24-8-0 1-0-0 6413 61-to 611-14 6.1-10 Style=1:45.1 4A 2.3 11 3,6 = 3x4 = 4x4 = 11 10 9 6 3x5 = 2v3 11 5xe = 4x4 = 3x8 II LOADING (psQ TCLL 20.0 TCDL 7.6 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014RPI2007 CSI. TC 0.51 BC 0.28 WB 0.64 (Matrix-M) DEFL. in (too) UdeO Lid Vert(LL) -0.11 10 >999 360 Ver1(TL)-0.2510-11 >999 240 HOrz(TL) 0.05 8 BIB n/a Wnd(LL) 0.17 10 >999 240 PLATES GRIP MT20 2441190 Weight: 119 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4.SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc putting, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-14 oc bracing. OTHERS 2x4 SP No.3 WEBS i Row at midpl 7-9 REACTIONS. (lb/size) 8=894/0-e-0, 2=971/0-&0 Max Hom 2=209(LC 12) Max Uplifts=-660(LC 9), 2=-689(LC 12) FORCES. (1b) - Max CompJMax. Ten. -AII forces 250 (Ili) or less except when shown. TOP CHORD 2-16=1737/1384, 3-16=-1672/1401, 3-17=2075/1754, 17-18=2075/1754, 4-18=2075/1754, 4-19=2059/1734, 5-19=2059/1734, 5-20=2059/1734, 6-20=-2059/1734, 6-21=i 56411306, 7-21 =1 56411306, 7-8=836f776 BOT CHORD 2-11=-1384/1542, 10-11=1383/1549, 9-10=-1306/1564 WEBS 3-10=-464/663, 4-10=349/430, 6-10=496/545, 6-9=569/620, 7-9=1394/1673 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gusQ Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst,, h=19ft; B=451t L=25ft; eave=4ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exte ior(2)-0-11-5 to 2-0-11, Interior(1) 2-0-11 to 6-4-13, Extedor(2) 6-4-13 to 10.7-12 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 ngngoncument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6601b uplift at joint 8 and 689 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING-Verity deal,. 1.1andera and READ NOTES ON TN/SAND/NCLUDED MREKREFERENCEPAGEMII-7q3 rev. l"M015 BEFORE USE Design valid for use on"th MTeW contractors. This design is based only upon parameters shorn, and is foran individual building component, not a buss system. Berom use, be buldng deslgnermust vent' Ne applicability ordesign parameters and prdpedy ineorparate tris design into the overall buildingdesign. Bradingindirated is to preventburifing ofindrodualtrussweb andford,ond members only. Additional temporary and permanent bracing MOW �. is always required or stablily and to prevent cogapse Won possible personal injury and pmpedy damage. For general guidance regarding to fxbncagon,storage. delivery, election and braining of trustee and truss systems. sea MSM11 Quality criteria. DSB89 and Best Building Component 69DI Parke East Blvd. Safety lnforma6nn available f on Truss Plate lropute, 21a N. Lee Street, Suite 312, Masorete, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dbe Ply Rodney Hell GamgelCTF T1o8T4060 14167 L1 MONO HIP 1 1 ob e o on wamoan ,m ro,a mares, ri 1--pi aaaion nv, �. T 3.5.11 587 5-0-11 5E-7 Scene =1:45.1 48 2?3 3as = 3x4 = see = .1 11 1.. 9 3x4 = 3x4 = Salt Us = 3x5 = 3x6 LOADING (psQ SPACING- 2-13-0 CSI. DEFL. in Poe) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(ILL) -0.08 11-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.20 13-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(TL) 0.04 9 n/a Na BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Wind(LL) 0.1211-13 >999 240 Weight: 1291b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5.5-9 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-9.3 oc bracing. OTHERS 2x4 SP ND.3 REACTIONS. (lb/size) 9=896/0-8-0, 2=969/0-8-0 Max Holz 2=256(LC 12) Max Uplifl9=-662(LC 9), 2=-678(LC 12) FORCES. Pb) - Max. Comp,/Max. Ten. -All forces 250 Pb) or less except when shown. TOP CHORD 2-18=1789/1560, 18-19=1744/1566, 3-19=1721/1571, 3-4=1561/1334, 4-20=1596/1403, 20-21=1596/1403, 5-21=1596H403, 5-22=1596/1403, 6-22=1596/1403, 6-23=1596/1403, 7-23=1596/1403, 7-24=1138/978, 8-24=11381978, 8-9=846i`795 BOT CHORD 2-13=1641/1610, 12-13=1303/1417, 11-12=1303/1417, 10-11=-978/1138 . WEBS 3-13=239/385, 4-13=128/306, 5-11-3091395.7-11=-508/545, 7-10=-602/657, 8-10=1138/1327 NOTES- 1) Wind: ASCE 7-10; Vu1r170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19fq B=45fl; L=25ft; eave=4ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-11-5 to 2-0-11, Intedor(1) 2-0-11 to 8-2-7, Exterior(2) 8-2-7 to 12-5-5 zone;G-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pont ing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 662 lb uplift atjoint 9 and 678 It, uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AwARNING-VaMy design pammefere and READ NOTES ON THIS AND INCLUDED U111M REFERENCE PAGEMII.7473 rev, 10,01/2615 BEFORE USE. Design valid for use only With MRek9 connectors, This design is based urd, upon parameters shown, and Is for en in lmdual building component, not a buss system. Before use, the building designer must veriy the applicability of design parameters and property incorporate this design into the overall buildingdesign., Bmdngindi®NdistopmventbuWngafindiNdual LusssvebanNardoMmem monly. Additional temparary and permanent bracing WOW is "a required forslabifity and to prevent collapse wilt passible personal injury and property damage. Forgeneralguidancoregardingtha fabnrauon, storage. delivery, erection and trading ofbussee and truss systems, see ANSVTMI Quality Criteria, OSMS and SCSI Building Component 690,1 Parka East 8W. safety Information mm9dk a from Truss Male Institute, 218 N. Lea StmeL Suite 312, Alexandria, VA 22314. Tampa, FL weld Job Truss Truss Type GN PIY Rodney Hail GamgelCTF T108]4061 74R67 L2 Moto HIP 1 1 Job efe n o t a Chambers lNss, con Mo., rL 2x 4x8 = 7.640 s Apr 19 2015 MITek JaW amen, me IsEbBEauollMD6uVAopZ1W4RYWa-zJjepZ?hC7ALke5a 17-0-0 24E O 7-0-0 7-0 213 II Scale=1:45.1 4x4 = 3x4 = 3x6 = Seto = Sea II 10-0 0 i 174-0 2441A 1060 7-" 74-0 LOADING (psq 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 FBC2014/fP12007 CSI. TC 0.56 BC , 0.45 WB 0.50 (Matrix-M) DEFL. Vert(LL) Vert(rL) Hoa(TL) Wmd(LL) in (roc) Vdeg L/d -0.14 10-14 >999 360 -0.38 10-14 >775 240 0.04 7 Na n/a 0.10 10 >999 240 PLATES GRIP MT20 244/190 Weight: 124 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-D-7 oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at midpt 4-8,6-8 REACTIONS. (lb/size) 7=890/D-8-0, 2=975/0-8-0 'Max Ho¢ 2=304(LC 12) Max Uplift7=657(LC 9), 2=-675(LC 12) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1640/1355, 15-16=1572/1364, 3-16=1534/1374, 3-4=1399/1212, 4-17=1 156/1024, 17-18=1 156/1024, 5-1 8=1 15611024, 5.19=-1156/1024, 19-20=1166/1024, 6-20=1156/1024, 6-7=823/809 BOT CHORD 2-10=1471/1451, 9-10=1170/1268, 6-9=-1170/1268 WEBS 3-10=282/429, 4-10=251/402, 5-8=-055/565, 6-8=1160/1308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft;. B=45ft; L=25ft; eave=oft; Cat II; Exp C; Encl., GCpi=D.18; MWFRS (directional) and C-C Eldenor(2)-D-11-5 to 2-0-11, Interior(1) 2-0-11 to 10-0-0, Exterior(2) 10-0-0 to 14-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOIL=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 657 lb uplift at joint 7 and 675 lbuplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. QwARN/NO- worry design pa2meNn and READ NOTES ON THIS AND INCLUDED MITISKREFERENCE PAGE 111II-7473rov. 10/03,2015BEFORE USE Design valid for use anlyw16i Waldo correctors. This design is based only upon parameters shown, and is for an individual bulding component, not a truss system. Before use, the bulding designer must verify the applmbliry of design parameters and properly incorporate this design into are overan buildingdesign. EmdngindimtedistopreventbuWngofindividualtmsswebandlorMoMmembemany. Additional lempamryand permanent braung M!Tek' Is always required for stability and to prevent collapse v possible personal idury and property damage. For general guidance regarding the fabrication, storage,delivery, erosion and broong of tlueses and truss systems, see ANSUIPI10uality Creeds, DSBA9 and Best Building Component 69M Parke East Sire. Safety Information available from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36510 JOb Truss Truss Typo Ply Rodney Hag Gardga1GTF T108]4062 ]Q26] Lit MONOHIP 1ty 1 1 et, BPftxcncq flInflgivall Chambers lN3; Fotl Pie(CB, FL ].6409Apr 1921116 MITek InOUSN¢9, IOG Inu Apr lH UN:VJ;Ol 1111/ Ydg9l ID:JsEb8EauoIlMD6UVAopZ1WzRYWo-RVH01vOJzRICMognSPNa68TiyVtBIC7Bf3D7n4zRBf6 ¢ I-1-0-0 7A6 111-9-10 18.2-13 1�0 7AE 41-0 6-&3 65J Seale=1:45.5 4x8 = 2x3 II 3x5 = ry o 7 4x4 = 2x3 3.4 = 3a6 3x10 = 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 FBC2014/fP12007 CSI. TC 0.47 BC 0.32 WB 0.43 (Matrix-M) DEFL. Vert(LL) Vert(FL) HDrz(TL) Wind(LL) in (loc) Well Ud -0.06 11-15 >999 360 -0.1711-15 >999 240 0.04 7 n/a n/a 0.09 11 >999 240 PLATES GRIP MT20 2441190 Weight: 133 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at midpt 6.8 REACTIONS. (lb/size) 7=891/D-8-0, 2=974/0-8-0 Max Holz 2=352(LC 12) Max Uplift7=653(LC 9),.2=-668(LC 12) FORCES. (lb) - Max CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=1661/1248, 3-16=1586/1269, 34=1234/1050, 4-17=897/801, 17-18=897/801, 5-18=897/801, 5-19=-897/801, 6-19=897/801, 6-7=836/817 BOT CHORD 2-11=1416/1464, 1(3-11=1416/1464, 9-10=-1037/1100, 8-9=-0037/1100 WEBS 3-10=-482/487, 4-1 O=269/394, 48=268/297, 5-8=402/503, 6-8=11 OD3/1123 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: .ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4fl; Cal II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-11-5 to 2-0-11, Interior(1) 2-0-11 to 11-9-10, Exterior(2) 11-9-10 to 16-0-9 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 nonconcumanl 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 653 lb uplift at joint 7 and 668 Ito uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING-Verry,design pammenmand READ NOTES ON THISAND INCLUDED MITEKREFERENCEPAGEMI-7473 rev. 1d03R015BEFOREUSE Design varld for use only vnN Mmek® connectors. This design Is based only upon parameters shave. add is for an indvdual building component, not a truss system. Before use, rue building designer must verify lbe applicability of design parameters end property incorporate Ws design into the overzg building design. Bracing indcated is to prevent budding of individual buss web andror Nord members only. Additional lemporery and permanent bracing MjTek' is all requiredfor stabiiy and to prevent cogapse Wits possible personal injury and property damage. Far general guidance regarding One fabdoation, storage, delver , erection and bracing a trusses and truss systems, See ANSMI1 Quality criteria, DSB-09 and Best Building component 69N Parke East BNd. Safety Infomnaeon available from Tress Plata Institute, 218 N. Lee Street, Suite 312, Mekandda, VA 22314. Tampa, FL 36610 Job - TN99 Truss Type Oty Ply Rodney Ha0GaragelCTF Ttga74063 74267 L4 MONO HIP f 1 o R ere o f a cnamoen cuss, Tors nerco, rL . 1-0-0 , 7A-0 S." Scale =1:45.5 4xe = 2x3 I 3x4 = 11 ru e 7 3x5 = 2.3 II 3x4 = 3 ' 3xa = 3x5 II 7A-0 13-]-0 19-1-10 244W 54 54ib LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl L/C TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.06 11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.1611-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.04 7 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wnd(LL) 0.10 11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 7=89210-8-0, 2=97310-8-0 'Max Horz 2=400(LC 12) Max Uplift7=-651(1_C 9), 2=-657(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-16=1682JI210, 3-16=1610/1231, 3-17=1096/8GB, 4-17=1025/885, 4-18=-691/631, 18-19=691/631, 5.19=691/631, 5-20=691/631, 6-20=-691/631, 6-7=844/832 BOT CHORD 2-11=1438/1487, 10-11=1438/1487, 9-10=915/956, 8-9=915/956 WEBS 3-11=0/270, 3-10=623/601, 4-10=253/427, 4-8=386/407, 5-8=337/430, 6-8=907/994 PLATES GRIP MT20 2441190 Weight 138 It, FT = 20 Structural wood sheathing directly applied or 5-6-1 oc pudins, except end verticals. Rigid Gelling directly applied or 6-1-9 oc bracing. 1 Row, at micipt 6-8 NOTES- 1) Wind: ASIDE 7-10; VuIr170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directorial) and C-C Exterior(2)-0-11-5 to 2-0-11, Interior(1) 2-0.11 to 13-7.4, Exterior(2) 13-7-4 to 17-10-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water porn ing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 651 It, uplift at joint 7 and 657 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING-Verlry design Parameters and READ NOTES ONTHISAND INCLUDED WrEKREFERENCEPAGEMY-7473 no, f6'M05 BEFORE USE assass Design valid for use mtyv Mmdde connectors. TIJs design is based only upon parameters shavm, and Is for an indMdual bulding component not ��- a mass system. Before use, tire building designer must vedy 0e appUmbiliy ordesign parameters and property incoryorate this design into the overall builGngdesign., Braangindimledistopmvntburingofindividualtmssweban&orNord membersony. Additional temporary and permanent bracing MiTeK is always required for stabtity and to prevent mllapsewith Possible personal injury and Mpedy damage. Forgeneudguidanceregareinglbe fabdco6an,storage, activery, erectlon and bractng oftrusses and truss systems,see ANSUIPI1 Quality Criteria, DS5-09 and BGSI Building Camponent 69041 Parke East at SafetyInformation available from Truss Plate Institme, 218 N. Lea Street, Suite 312, Ahxandria, VA 22314. Tampa, FL 36610 Job Truss - Truss Type Oy Ply Rodney Hall Garage/CF T10974IXd 74267 L5 MONO HIP 1 1 Job Rrfren. (motional) 4-95 Scale=1:48.5 5x6 = 3x4 II 500 r12 3x4 2x3 II 4x6 _ 6x8 = 3x4 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2b0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.47 BC 0.46 WE 0.55 (Matrix-M) DEFL. in VerrLL) -0.21 Vert(TL) -0.45 Hom(TL) 0.05 Wind(LL) 0.10 (loc) Udell Vd 8.9 >999 360 8.9 >656 240 8 Na n/a 11 >999 240 PLATES GRIP MT20 2441190 Weight: 135 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-9 DO purling, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-1-1 Do bracing. OTHERS 2x4 SP No.3 WEBS 1 Raw, at midpt 3-9, 6.8 REACTIONS. (lb/size) 8=894/0-8-0, 2=972/0-8-0 Max Hors 2=447(LC 12) _ Max UpliftB=-647(LC 12). 2=644(LC 12) Max Grav8=916(LC 17), 2=972(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=1711/1178, 3-16=-1580/1198, 3-4=974/689, 4.17=967000, 5-17=901/714, 5-18=846l773, 6-18=8461773 BOT CHORD 2-11=1465/1534, 10-11=1465/1534, 9-10=-1465/1534, 9-20=509/518, 20-21=509/518, 8-21=509/518 WEBS 3-11=01282, 3-9=759(744, 6-9=473/588, 6-8=869/868 NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; 11=25ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-D-11-5 to 2-0-11,. Interior(l) 241-11 to 15-4-13, Extedor(2) 15-4-13 to 19-10-11 zcne;bC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurtent with any other live loads. 4) • This tfuss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - fit between the bottom chord and any other members, with BCDL=10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 647 lb uplift at joint 8 and 644 Ib uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. A AwA na-Vadydas/gnprMeelmaand READ NOTES ON ❑ESAND/NCLUDMUffENREFERENCEPAGEMI-7473m¢ 1b03110156EFORE USE R Design valid for use only vntli MTek® connedw. Tbis design is based only upon parameters shaven, and is for an Individual building component, not a truss system. Berore use, Me building designer must verify Me applicability of design parameters and property incorporate this design into Me overall ��Y■ buildingdesign. BmdngiMimtedistopreventbuWingafindividml Wssuebw&or Nord members only. Additional temporary and permanent bracing MiTek' is ahMe required farstabifiy and to prevent car apsev M possible personal injury and pfupedy damage. For general guidance regarding me fabdatlon, storage, deliver,, emdon and trading of busses and buss systems, see MSITP11 Quality Critters, DSBA9 and SCSI Building Component 6904 Parke East SW. Safety Information available from Truss Plata Ins6tds, 218 N. Lee Street Suits 312, Aleam dda, VA 22314. Tampa, FL 36610 Job T Oly ply Rodney Hall GaregelCTF T10614W5Trusts. ]S2fi] L6 MONO MONO HIP 1Pe 1 Job Reference i al chambers Imsa, Von elercs, xL Fll 6-2-0 5W4 5.00 12 a rpr ra auao mr ea bSEauoIIMO6uVAopZ1MRY Wo-vip 17.2-7 5.1 8 Sat 6 18 19 Scale=1:47.2 4x5 = 7 3x4 = 3x4 = 3x6 = Sz8 = 3x5 11 &11-2 I 17-2.7 i24.8-f1 8-11-2 8.3.5 7-69 Plate Offsets (X Y)— r2�0-2-0 Edael r6'0-3-0 0-2-41 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in goc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) -0.08 11-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ved(TL) -0.22 9-11 >999 240 BCLL 0.0 • Rep Stress lncr YES WB 0.61 Holz(TL) 0.04 8 n/a Na BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Wind(LL) 0.10 9-11 >999 240 LUMBER- BRACING - PLATES GRIP MT20 2441190 Weight: 138 Ile FT=20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc pudins, except BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CBOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (fib/size) 8=895/0-8-0, 2=970/0-8-0 Max Holz 2=495(LC 12) Max Uplift8=664(LC 12), 2=627(LC 12) Max Gmv 8=939(LC 17), 2=970(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-16=1752/1167, 3-16=1699/1183, 3-4=1497/1017, 4-5=1418/1027, 5-17=767/574, 6-17=702/589, 6-18=-657/627, 18-19=657/627, 7-19=657/627, 7-8=-834/871 BOT CHORD 2-11=1515/1575, 10-11=1081/1090, 9-10=1081/1090 WEBS 3-11=330)419, 5-11=269/471, 5-9=-601/622, 7.9=867/907 end verticals. Rigid ceiling directly applied or 5-11-15 oc bracing. 1 Row at micipt 7-8. 7-9 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft;, B=45fp L=25ft; eave=oft; Cat II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Eztedor(2)-D-11-5 to 2-0-11, Interior(l) 2A-11 to 17-2-7, Exterior(2) 17-2-7 to 21-5-5 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60.plate gnp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 Ind bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3iF0 tall by 2-D-0 wide will fit between the bottom chard and any other members, with BCDL = 10,0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 Is uplift at joint 8 and 6271b uplift at joint 2. 6) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AwARNING-Vbdfy deargn Parameters and READ MOMS ON 7NISAND rNCLUDEDNDEK REFERENCEPAGENII-7473 mr. 10AMO15BEFORE USE Design valid for use onlywith Weld® connectors. This design Is based only upon parameters ahawn, and is faran Individual budding oomponen not ��• a Wss system. Before use, the bulding designer must venfy 0e appliability of design parameters and property incorporate this design into lye overall buildingdesign. EredngIndicated Istoprevent budlingofindivldualbussu baniUmonoNmembers only. Additicnaltemporuyand pennanentbracmg M!Tek' is abvays featuired for stability and to prevent collapse with possible personal injury and property damage. For general guidance meaning the fabrication, storage, delivery, erection and bradng of basses and truss systems, sea ANSV]PI10uality Cnyon,DSB-09 and BC5l Building Component 690/ Parke East BNd. Safety Information available from Truss Plate Institute, 218 N. Lee Streel, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 ai 1 Job Truss Tmss Type Qty Ply Rodney Hag GamgWCW T10974066 ]426] L] MONO HIP 1 1 Jet, Referenceof ne Chambers Truss, Pon Pieroe, FL "dues Apr 192016 MTek Industries, Ina Thu Apr 13 09:03:53 2017 Pagel ID:JsEbBEauollMQ6uVAopZ1VJ RYWuNuPn9b1ZV2Zwb5g9aEPGDZL3dWHA6BU7Ni6ryzRBf4 ri-0-0I s-ga 127-2 1e-11)-0 24E 5-9-15 6J-1 59-12 2x 416 = 3x5 = Scale =1:50.2 c nix 7 0 8 3x5 = 3x4 — 3x6 — 3xB = 3x6 I 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 FBC2014/fPI2007 CS'. TC 0.44 BC 0.47 WB 0.39 (Matrix-M) DEFL. in Vert(LL) -0.13 Vert(TL) -0.32 Hom(TL) 0.04 Wind(LL) 0.10 floc) Udell L/d 9-11 >999 360 9.11 >907 240. 8 n/a n/a 11 >999 240 PLATES GRIP MT20 244/190 Weight 1411b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc pur ins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-1-6 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-8. 5-9, 7-9 REACTIONS. fib/size) 8=893/D-8-0, 2=97210-8-0 Max Holz 2=539(LC 12) Max Uplifts=675(LC 12), 2=615(LC 12) Max Grant 8=972(LC 17), 2=972(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1733/1052, 3-16=1683M(369, 3-4=1491/914, 4-5=1400/918, 5-17=-633/410, 6-17=576/424, 6-18=541/457, 18-19=541/487, 7-19=541/487, 7-8=881/877 BOT CHORD 2-11=1444/1612, 11-20=1033/1119, 10-20=1033/1119, 1U-21=1033/1119, 9-21=-1033/1119 WEBS 3-11=-328/418, 5-11=-257/525, 5-9=748l701, 6-9=108/293, 7-9=837/932 NOTES- 1) Wind: ASCE 7-10; Vu1r170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19fl; B=45R; L=25ft; eave=411; Cat II; Expo; Encl., GCpi=0.18; MWFRS (directional) and OC Exterior(2)-D-11-5 to 2-0-11„Intedor(1) 2-0-11 to 18-10-4, Extenor(2) 18-10-0 to 23-1-2 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 4)' 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, with BCDL a 10.Opsf. 5) Provide mechanical Connection (by others) of truss to hearing plate capable of withstanding 675 lb uplift atjoint 8 and 615 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. WARNING - Verily design paramerera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1191.71 r3 M. 1W017015 BEFORE USE Qeign said for use only with MTekPI mnnedors. This design Is based only upon parameters Shawn, and is for an individual building component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly Inmrpoate me design into the overall ■ buildingdesign. amongiadicated is to prevent buWng ofindvidual"as web anNor Nord members only. Additional temporary and yem,anentbaang MiTek' Is allays required for stabilly and to prevent engapsa Wth passible personal injury and prropeM damage. Forgeneaiguidanoeregardin9the Laurentian, storage, delivery, erection and bean of mosses and Was systems, sea ANSI P11 Quality errands, DSB499 and BCSI Building Component 6904 Parke East and. Safety Information evagable from Truss Plate Insulate, 218 N. Lea Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Its x Job -- Truss Truss Type 0ty Ply Rodney Hall GaregeICTF T10874gfi] 74267 R MONO HIP 1 1 Job Reference footionall anamoere iru , run nerve, rL a '1-0-0' 47-1 3-6-0 8-0-0 7-11M 8-03 Scale=1:5B.2 4xB = 3x4 = 3x6 = 2x3 II Sera = nn F,—,- -. US = 3x4 = 5x6 = 4x12 = Us 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 .Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.19 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven(TL) -0.47 10-11 >818 240 BCLL 0.0 • Rep Stress Incr YES WB O.B8 Horz(TL) 0.09 9 rill nta BCDL 10.0 Code FBC2014/7PI2007 (Matrix-M) Wind(-L) 0.31 11 >999 240 Weight: 160 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4. SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purling, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-9.0.oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-10, B-10 REACTIONS. (lb/size) 9=1168/0-8-0, 2=1241/0-8-0 Max Horz 2=253(LC 12) Max UpliR9=789(LC 12), 2=863(1C 12) ' FORCES. fib) -Max Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-17=2436/2099, 17-18=2380/2106, 3-18=2376/2110, 3-0=2251/1907, 4-19=2802/2370, 19-20=2802/2370, 5-20=2802/2370, 5-21=2135/1774. 6-21=2135/1774, 6-7=2135/1774, 7-22=-2135/1774, 8-22=2135/1774, 8-9=1094/1008 BOT CHORD 2-12=-2130/2197, 11-12=1842/2070, 10-11=2379/2807 WEBS 3-12=-191/325, 4-12=88/322, 4-11=-630/897, 5-11=200/294, 5-10=7321667, 7-10=-448/547, 8-10=1885/2273 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; hat Elf; B=45ft; L=328; eave=oft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-11-5 to 2-3-1, Interior(1) 2-3-1 to 8-1-1, Extedor(2) 8-1-1 to 12-7.6 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 nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3410 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 789 1b uplift. at joint 9 and 863 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fishy model was used in the analysis and design of this truss. AwARNINO-Verlyy design panmelersend READNOTES ON THIS AND INCLUDEOMMEK REFERENCE PAGE 01-7473mv. WOMOISSEFORE USE Design valid far use.ny with MRek® connectors. We design is based only upon parameters shown, and is for an individual bulding component, not a truss system. Before use, the building designer must verily the appgcability of design parameters and properly incorporate Ws design Into the overall budding design. Bracing Indicated is to prevent buWng of individual truss web and/or Nord members only. Additional temporary and permanent bracing MiTek' is aheWs required for stabft and to prevent collapse with possible personal injury and property damage. For general guidaeca regarding the fabrication, storage, delivery, erection antl bracing of tresses and miss systems, see ANSUTPH Quality Criteria, DSB419 and Best Building Component 69W Parka East Bled. Safety Information available Item Truss Plate Institute, 218 N. Lea Street, Suite 312, Mexandda, VA=314. Tampa, FL 3661b 4• e Job Tmss - Truss Type 0ty ply Rodney Hall Garaga`cTF T10874MB 74287 Ri MONO HIP 1 1 Job Reference foofona0 ewmaen ,m a, ran ne,m, rc 11F0 611-13 0.10.11 1731 a 1-0-0 E11-13 2-10.14 7-M 24 4xe = ycer 4 20 21 snzRYW orm,es BGMhe,ma. , yWV taasw:zcvu uVAopZ1INZRY Wor4z9lv2BGMnnDFPMBywVmn5AzisrvUStll 2 T 32-0-0 T 7-5-0 Scala=1:58.2 3x4 = 31 = 2x3 I 45 = 5 22 6 23 7 24 6 13 11 10 9 4x5 = 3x4 = 34 — 4x10 = 3x6 11 3x4 Plate Offsets (X Y)— r2,0-1-10 Edael W0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.67 Vert(LL) -0.14 13-17 >999 360. MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(rL) -0.40 13-17 >951 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.08 9 We n/a BCDL 10.0 Code FBC2014/17P12007 (Matrix-M) Wind(LL) 0.2211-13 >999 240 Weight 164 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-5 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpl 5-10, 6-10 REACTIONS. (Ib/size) 9=1165/0-8-0, 2=1243/G.8-0 Max Hom 2=301(LC 12) Max Uplift9=793(1_C 12), 2=859(1_C 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-2323/1939, 18-19=2253/1949, 3-19=2225/1958, 34=2090/1793, 4-20=-2266/1952, 20-21=2266/1952, 5-21=2266/1952, 5-22=1647/1387, 6-22=1647/1387, 6-23=1647/1387, 7-23=1647/1387, 7-24=1647/1387, 8-24=1647/1387, 8-9=1098/1016 BOT CHORD 2-13=2009/2080, 12-13=1713/1910, 11-12=1713/1910, 10-11=-1952/2266 WEBS 3-13=279/412, 4-13=-226/394, 4-11=344/524, 5-10=-714/651, 7A0=416/509, 8-10=1566/1862 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45f; L=32ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-11-5 to 2-3.1, Interior(1) 2-3-1 to 9-10-11, Extenor(2) 9-10-11 to 14-5-0 zone;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load 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 7931b uplift at joint 9 and 859 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGENI.7473 ray. f6MDIS BEFORE USE Design vagd far use only Win MRalie conneden, 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 appg abgiry of design parameters and property incorporate mis design into to overall bugdingdesim. Baring indicated is to prevent bucking ofindividualuves web andlerdlord members only. Addeionaltempomryandpermanentbradng Wek' Is always required for stability and to prevent onsipsevnN possible personal injury and papeny damage. ForgenemIguidanceregarding Na fabrtwgon,storage, dernery, eredon and bmang of busses and truss system;see ANSVTPI10uality Warm, DSB-89 and BOSI Building component 69M Parke East Blvd. Safety Information available from Tmss Plate Institute, 218 N. Lee SVeet, suite 312. Alexandre, VA M314. Tampa, FL 36610 e;• 4 Job Truss Truss Type Oty Ply Rodney Hal GarigniCTF T10874069 79267 R2 MONO HIP 1 1 Job Reftmennis (notional) ceamaers inns, an rmrce,n 74 5 n 1-0-0 74L5 3.11-15 6-9-13 4x8 = 2x3 11 3x6=314 = Scale = 1:58.2 44 = 4x4 = 2x3 3x4 = US — 3' = 4x4 = 3x6 ll LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.65 Vert(LL) -0.11 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.3011-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 HOm(TL) 0.07 9 Ida Na BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wiud(LL) 0.1811-13 >999 240 Weight: 174 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7.3 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-4 oc bracing. OTHERS 2x4 SP No.3 WEBS 1Row at midpt B-10 REACTIONS. (lb/size) 9=1165/0-8-0, 2=1243/0-8-0 Max Holz 2=349(LC 12) _ Max Uplift9=797(LC 12), 2=854(LC 12) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=2329/1835, 19-20=2251/1853, 3.20=2182/1855, 3-4=1931/1651, 4-21=1881/1633, 21-22=1881/1633, 22-23=1881/1633, 5-23=1881/1633, 5-24=-1881/1633, 6-24=1881/1633, 6-7=1881/1633, 7-25=1306/1114, 8-25=1306/1114, 8-9=1104/1024 BOT CHORD 2-14=1957/2078, 13-14=1957/2078; 12-13=159211747, 11IA2=1592/1747, 10-11=1114/1306 WEBS 3-13=-471/472, 4-13=-266/401, 5-11=385/485, 7-11=-645r714, 7-10=806/855, 8-10=1360/1597 NOTES- 1) Wind: ASCE 7-10; Vul"70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=32ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2)-0-11-5 to 2-3-1, Interior(i) 2-3-1 to 11-8-0. Exterior(2) 11-8.4 to 16-2-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 7971b uplift at joint 9 and 854 lb uplift at joint 2. 6) "Semi-dgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING-Verdy design inventions end READNOTES ON 7NISANDINCLUDEDMIrP REPERENCEPAGE/AI-7473rev. 1010L20158EPORE USE seesse Design vald far use onl,vam MTek®mnneaors. This design is based only upon parameters shaven, and is for on individual bulling component, not �t- a bass system. Before use, Ale builGng designer must verify Ala appllabJiy of design parameters and property incorporate this design Into Ale overall buildingdesign.. Baling indicated is to prevent bucking of individual truss web andforchord members only. Additional temporary and permanent bracing WOW mpravern mgapse WM possible personal injury and property damage. For general guidance regarding the famention, storage, deliver, intention and bratlng of busses and tmse systems, see AN51/TPIt Quality Criteria, DSB419 and SCSI Building Component 6904 Parka East Blvd. Safety Information avalable from Truss Plate Ins6Wta, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36610 ,• 1 1• 4 Job Truss - Truss Type Cry Ply Rodney Hag Garage/CTF T10874070 79267 R3 MONO HIP 1 i ere ca o t'o a Chambers Iwas. Fort Frame, FL 4 11-0-0 7�8-5 l-0-0 7-85 tb 5.9.9 6.2-10 6-0 14 6-2-10 Stale=1:58.2 4x8 = 2x3 I 3x6 = 3x4 = 3x5 = 14 la 11 IV e 4x4 = 24 II 3x4 = Jx6 sea = 3x5 = 3x6 11 it1rt-S14 19-9-8 zss5 I 3z-o-o 741s 59-9 s-z-10 6-0-1a 6-z-1D Plate Offsets (X Y)— M D-54 0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in goc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(ILL) -0.10 13-14 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.25 13-14 >999 240 BCLL 0.0 •- Rep Stress Incr YES WB 0.84 Horz(TL) 0.07 9 nla n/a BCDL 10.0 Code FBC2014/7PI2007 (Matrix-M) Wbd(LL) 0.1713-14 >999 240 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight 1811b FT=20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc putting, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 4-11, 8-10 REACTIONS. (lb/size) 9=1166/041-0, 2=1242/0-8-0 Max Hoa 2=397(LC 12) Max Uplifts=806(LC 12), 2=846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-2351/1801, 3-19=2276/1822, 3-20=1795/1477, 4-20=1728/1494, 4-21=1576/1387, 5-21=1576/1387, 5-22=1576/1387, 6-22=157611387, 6-7=1576/1387, 7-23=1053/911, 8-23=1053/911, 8-9=1111/1036 BOT CHORD 2-14=1981/2101, 13-14=1981/2101, 12-13=1477/1604, 11-12=1477/1604, 10-11=911/1053 WEBS 3-14=0/256, 3-13=619/582, 4-13=249/438, 5-11=345/440, 7-11=-652(716, 7-10=840/882, 8-10=122811421 NOTES- 1) Wntl: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf, h=19ft; B=45ft; L=32ft; eave=oft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (directorial) and C-C Exterior(2)-0.11-5 to 231, Interior(1) 2-3.1 to 13-5-14, Extedor(2) 13-5-14 to 18-0-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0.0 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 806 lb uplift at joint 9 and 846 Ib uplift at joint 2. 6) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Alvan J NG -Verily des/gn par modors and READ NOTES oN THIS AND INCLUDED MITE)( REFERENCEPAGE111I/-7473 rev. IWOMddSBEFOREUSE ass Design valid for use onty With conned... Tnis design is based only upon parameters shown, and is for an individual building component not Nil'uss It bsystem. Bdm rufy N ouse, e budding designer must veria appfcabgity of design parameters and pmpedy incorporate this design Into the overall building design. among indicated is to prevent building of indiveml Voss web and/or chord members only. Additional temporary and permanent bating MOW is ahvoys required for stability and to prevard collopseveith possible personal injury and property damage. For general guidance regardingtba fabrication. storage. delivery, erection antl bmdng of mrsses and truss systems, sea ANSVTPIt Duality Onteda, DSBa9 and SCSI Building component Safety Information available from Truss Plata Institute, 218 N. Lea Sheet Suite 312. Nexamina. VA 22314. 69N Parke Fasl Blvd. Tampa, FL 36610 Job Tress Tress Type pty Ply Rodney Han Garagi T108T40 1 74267 R4 MONO HIP 1 t b Reference o t' a chambers lmsa, Pon Piero, FL 2x3 7-86 7-7-2 5.00 12 5511 &7-7 Scale=.1:58.0 4x8 24 11 3x6 = 3x4 = 3x5 = US = 2x3 11 316 = 3x8 = 3x5 axe 3x4 = ]aa 1 153-8 1 20.10-16-0-9 4 1 21 t Afi 7-]- 5-7- 5- 7 Plate Offsets (X Y)— 120-0-2 Ed e1 1310.3-12 0-3-01 [410-5-0 0-2-01 LOADING (pso SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.11 13-14 >999 360. TCDL 7.0 Lumber DOL 1.25 BC , 0.41 Vert(TL) -0.32 13-14 >999 240 BCLL 0.0 • Rep Stress lncr YES WB 0.88 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/7P12007 (Matrix-M) Wihd(LL) 0.1813-14 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS..(lb/size) 9=1166/0-8-0, 2=1242/0-8-0 Max Hom 2=444(LC 12) Max Uplift9=815(LC 12), 2=837(LC 12) Max Grav 9=1224(LC 17), 2=1261(LC 17) FORCES. Qb) - Max. Comp./Max. Ten. -All forces 250 01b) or less except when shown. TOP CHORD 2-19=2404/1749, 3-19=2344/1770, 3-20=1693/1322, 4-20=1624/1336, 4-21=1358/1181, 21-22=1358/1181, 5-22=135811181, 5-23=1358/1181, 6-23=1358/1181, 6-7=1358/1181, 7-24=880R49, 8-24=8801749, 8-9=1128/1046 BOT CHORD 2-14=198512220, 13-14=1989/2209, 12-13=1353/1526, 12-25=1353/1526, 11-25=-1353/1526,11-26=749/880,10-26=-749/880 WEBS 3-14=0/304, 3-13=-7617703, 4-13=251/508, 4-11=256/262, 5-11-316/388, 7-11=-664/736, 7-10=8711909, 8-1 0=1 142/1342 PLATES GRIP MT20 244/190 Weight 188 lb FT=20% Structural wood sheathing directly applied or 4-7-5 oc purims, except end verticals. Rigid ceiling directly applied or 5-2.10 oc bracing. 1 Row at midpt 8-9, 3-13, 4-11, 6-10 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=3.Opsf; h=19ft; B=45ft; L=321t; eave=41; Cal II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-0-11-5 to 2-3-1, Intenor(1) 2-3-1 to 15-3-8, Extedor(2)15-3-8 to 19-9-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 815 lb uplift at joint 9 and 837 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. A WARNING -Verify th elgn parammors end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-747J not, 1 NOOROI S BEFORE USE Design valid foruseony win sun k®connenors. This design is based only upon parameters shown, and is for an individual budding mmponem not ��• a buss system. Before use, We bulldog designer must verify Me applicability of design parameters and properly incorporate We design into We overall Wilding design.. among indicated is to prevent building of individualWas web andfor word members only. Additional temporary and primmest lasing MiTek' is sways required for stability and to prevent collapse with possible personal injury and pmpeny damage. Far general guidance regarding the fabrication, storage, delivery, erection and biasing of Wastes am truss systems, see ANSMII Quality Criteria, DSB 9 and BCSI Building Component 69N Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL M10 J buss Truss Type Oty Ply Rodney Hall Garage/CTF T108]40]2 742B7 IRS5 MONob O HIP 1 1 ob Reference li al ChambersiNse, Mn name. I 'Z an x lu an n a ruea muusmes, me u rrpr m ve.wmv , au reee1 ID:JSEb8EauollMO6uVAopZ1WzRYWo GfelHy54YH3M4j7xp4UCNPjiPvtS6sC317gKJzRB 14}0 0.1-9 11-10.12 17-1-11 24-e-9 i 324-0 • �141-0 61-9 533 5-2-5 7S7 - 7-5-7 Scale=1:58.0 4XS = 5.00 F12 2x3 44 = 6 20 21 22 7 23 8 '— 11 10 9 3x5 3x4 = "0 = dad = 3.6 11 = 3x4 = &10.7 17-1-1 2449 32-0-0 I 84a7 8-2-10 i 7S7 Plate Offsets (X Y)— 12,0-1-2 Edgel 16,0.5.4 0-2-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.11 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(FL) -0.3311-13 >999 240 BCLL 0.0 • Rep Stress lncr YES WB 0.65 Holz(TL) 0.07 9 n/a Na BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.1811-13 >999 240 Weight 1841b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-7-10 oc putting, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 CBOT CHORD Rigid calling directly applied or 5-1-6 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at micipt 8-9, 6-10, 8-10 REACTIONS. (lb/size) 9=1168/0.8-0, 2=1240/0-8-0 Max HDa 2=492(LC 12) Max UPIjft9=829(LC 12), 2=823(LC 12) Max Grav 9=1245(LC 17), 2=1267(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-18=-2480/1771, 3.18=2435/1787, 34=-2247/1631, 4-5=2183/1641, 5-19=1532/1200, 6-19=-1484/1216, 6-20=1006/870, 20-21=1006/870, 21-22=1006/870, 7-22=1006/870, 7-23=1006/870, 8-23=1006/870, 6-9=1108/1066 BOT CHORD 2-13=2069/2316, 12-13=1670/1843; 11-12=1670/1843, it-24=-1215/1394, 10-24=1215/1394 WEBS 3-13=328/399, 513=244/460, 5-11=633/634, 6-11=391/670; 6-10=-539/478, 7-10=-469/578, 8-10=1202/1388 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=45ft; L=32ft; eave=oft; Cat III Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-5 to 2-3-1, Interior(l) 2-3-1 to 17-1-1, Exterior(2) 17-1-1 to 21-7-6 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 ponding. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrenl 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 wjll fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 829 lb uplift at joint 9 and 823 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this truss. AWARMNO -Verify daalgn pammet ore and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 1 NO3/2015 BEFORE USE Design valid for use only with N1Te ed correctors. This design Is based only upon parameters shown, and Is for an individual building component, not ��• a muss system. Before use, the building designer must vent' the applicability of design parameters and property Incorporate We design into the overall buildngdesign.. BmdngindimtedisWpme ntburingoflndMdual Wssweband/or0oe membemonV. Additional temporary and Permanent bratlng IL M!Tek' is alxays required for stability and to prevent collapse with possible personal injury and property damage. For general guideam regarding the fabrication, storage, delivery, emotion and bracing of trusses and truss systems. sea ANSMH County Criteria, DSBA9 and SCSI Building Component 69U Parke East BM. Safety Information avadable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 35610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 " Center on unless xFailure 3 , la p I y offsets are indicated. uI 6.4-8 dimensions shown in ft-in-sixteenths I I (Drawings not to awls) to Follow Could Cause Property Damage or Personal Injury 9 1 fY Dimensions are in ft-in-sixteenths. I I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. r c1-2 cza 2. Truss bracing must be designed by an engineer. For 0-yIs 4 wide truss spacing, individual lateral braces themselves WEBS cJy may require bracing, or alternative Tor I T W p p bracing should be considered. U 2 O e � U 3. Never exceed the design loading shown and never EL4 stack materials on Inadequately braced trusses. - p 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c>s car cs-6 F desi ner, erection supervisor,propertyowner and s p plates 0- 'hA' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atioint required direction of slots in AROUND THE TRUSS STARTING ATTHE JOINT FARTHEST TO locations are regulated by ANSI/rPl 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSINPI 1. Plate location details available in MiTek 20120 software or upon request. NUMBERS/LETTERS. 6. Unless otherwise noted, moisture content lumber shell not exceed 19 % at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. . , The first dimension is the plate 10. Camber is a non-stmctural consideration and is the 4 X /t width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to -'r to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load denection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise Shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14. Bottom chords require lateral bracing at spacing, BEARING established by others. h r or less, it no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown era the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for Crushing. only. __,a 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W I ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Tfuss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek® 20. Design assumes manufacture in accordance�wdh Guide to Good Practice for Handling, (/ ANSIRPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015