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HomeMy WebLinkAboutTRUSS 10-4-18!a/�q/16 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 'oY M Tek". RE: 7 167 - 9502 Poinciana Court / Q56506 MiTek USA, Inc. Site I ormation: 6904 Parke East Blvd. F 115 Custo er Info: HOMECRETE HOMES, INC. Project Name: 9502 POINCIANA Cdiaf Model Lot/BI ck: Subdivision: Addre' s: 9502 POINCIANA COURT City: IORT ST LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name., License #: Addre s: City: State: Genen III Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loadir g Conditions): Desig Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind ode: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 73 individual, Truss Design Drawings and 0 Additional Drawings. With nI)y seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet confor I s to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. eal# 1 I Truss Name Date No. I Seal# Truss Name Date 1 T15250700 1 A 10/4/18 118 1 T1 52507171 E13 10/4/18 2 15250701 Al 10/4/18. 119 IT1525071BIB4 10/4/18 3 IT15250702IA2 10/4/18 120 1 T15250719 B5 10/4/18 4 1 T115250703 1 A3 10/4/18 121 1 T15250720 1 E16 10/4/18 15 1 T115250704 1 A4 1 10/4/18 122 I T15250721 1 C 1 10/4/18 6 1 TJ 15250705 1 A5 10/4/18 123 1 T15250722 1 C1 10/4/18 7 -U15250706 1 A6 10/4/18 124 1 T15250723 1 C2 1 10/4/18 1 8 1 TJ 15250707 1 A7 10/4/18 125 1 T15250724 1 C3 10/4/18 9 15250708 1 A8 10/4/18 126 1 T15250725 C4 10/4/18 10 1 TJ 15250709 1 AA 10/4/18 127 1 T15250726 1 D / 8 11 1 T15250710 1 AB 10/4/18 128 1 T15250727 D1 4 8 12 T15250711 I AC 10/4/18 129 1 T1 52507281 D2 I lfft 13 15250712 1 ATA 10/4/18 130 1 T15250729 D3 10/4/18 14 15250713 1 ATB 10/4/18 31 IT152507301E 10/4/18 15 15250714 B 10/4/18 132 IT15250731JEl 10/4/18 16 A15250715 I B1 10/4/18 133 IT152507321F 10/4/18 17 1 T15250716 1 B2 1 10/4/18 134 I T15250733 I F1 1 10/4/18 The trus' drawing(s) referenced above have been prepared by MiTek I SA, Inc. under my direct supervision based on the parameters provide by Chambers Truss. Truss I esign Engineer's Name: Finn, Walter My licei se renewal date for the state of Florida is February 28, 2019. IMPOR',rANT NOTE: The seal on these truss component designs is a certification that the e9pineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.d., loads, supports, dimensions, shapes and design codes), which were given to Tek. Any project specific information included is for MiTek's customers file refere�r12e purpose only, and was not taken into account in the preparation of these des ns. MiTek has not independently verified the applicability of the design parameter or the designs for any particular building. Before use, the building designer should ve �y applicability of design parameters and properly incorporate these designs into the o� ),Pall building design per ANSI/TPI 1, Chapter 2. JBVY aconow COPY ♦����J ER IP • No 22839 �. r.� r • I, ?� �. STATE OF W ' .00. 1 its 1111111 Wafter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Finn, Walter 1 of 2 Au :: 75167 - 9502 Poinciana Court / 056506 Sit' Information: C �Stomer Info: HOMECRETE HOMES, INC. Project Name: 9502 POINCIANA COURT Model: Lo Block: Subdivision: Address: ress: 9502 POINCIANA COURT Cit�: PORT ST LUCIE State: FL I� N l . Seal# Truss Name I Date 35,1 IT15250734IF2 10/4/18 36,1 IT15250735IF3 1 10/4/18 1 37 I T15250736 I F4 1 10/4/18 38 IT15250737IF5 10/4/18 31 IT15250738IF6 10/4/18 140,1 1 T15250739 1 F7 10/4/18 14111 IT15250740IF8 10/4/18 14ZI 49.1 I IT152507421FA T15250741 I F9 1 10/4/18 1 10/4/18 1441 1 T15250743 1 FB 10/4/18 4 T15250744 1 GEA 10/4/18 146,1 1 T15250745 1 GEE 10/4/18 14111 1 T15250746 1 G E F 10/4/18 101 40,1 1 T15250747 1 T15250748 1 G R 1 1 GR2 10/4/18 10/4/18 15611 1 T15250749 1 GR3 10/4/18 15111 1 T15250750 1 GRA 10/4/18 5 1 IT15250751 I GRB 10/4/18 153J 1 T15250752 1 GRC 10/4/18 15411 1 T15250753 1 GRD 10/4/18 150 IT15250754IJ1 10/4/18 56.1 IT15250755IJ3, 10/4/18 15YIJ IT15250756IJ5 10/4/18 %1 IT15250757IJ6 10/4/18 1501 IT15250758IJ7 10/4/18 166,1 IT15250759IJ7A 10/4/18 16111 IT15250760IJ8 10/4/18 6 T15250761 KJ5 10/4/18 101 1 T15250762 1 KJ7 10/4/18 1641 IT152507631KJ9 10/4/18 69,1 1 T15250764 1 MV2 10/4/18 1601 1 T15250765 1 MV4 10/4/18 16Y11 I T15250766 1 MV6 10/4/18 168.1 1 T15250767 1 MV8 10/4/18 1601 1 T15250768 1 MVA 10/4/18 70 1 T15250769 1 MVB 10/4/18 17111 1 T15250770 1 MVC 10/4/18 17gil I T1 52507711 MVD 10/4/18 175,,1 1 T15250772 1 MVE 10/4/18 2of2 Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056506 T15250700 75167 A Flat 1 1 Job Reference (optional) Gnami)erS I ru S, Inc., 1-On Fierce, rL 8A30 s Mar 112018 IVII I ek Indusmes, Inc. i nu vcr 4 a/:o,+: IZ eu I o raye r I D:oPu2174eUpAns3fef2i EMozLbfw-89ui ruOSNsdZY2VGZmg3OAU W uhyTN 1 tJTKMLpEyW sC9 7-4-1 14-6-6 21-8-11 29-0-12 7-4-1 7-2-5 7-2-5 7-4-1 Scale = 1:49.4 44 = 2x3 11 3x8 = 3x6 = 20 l i 4x4 = 1 13 214 15 3 16 4 517 18 6 12 3x6 11 4x8 = 10 3x6 = 9 2x3 8 7 4x8 = 3x6 I 7-4-1 14-6-6 21-8-11 29-0-12 7-4-1 7-2-5 7-2-5 7-4-1 LOADING (p SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.09 9 >999 360 MT20 244/190 TCDL 7 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.16 8-9 >999 240 BCLL 0 Rep Stress Incr YES W B 0.59 Horz(CT) 0.03 7 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.08 9 >999 240 Weight: 166lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-8 oc bracing. WEBS 1 Row at midpt 1-11, 3-11, 3-8, 6-8 REACTIONS. (Ib/size) 12=1065/Mechanical, 7=1065/Mechanical Max Uplift 12=-315(LC 12), 7— 315(LC 12) FORCES. (I - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-999/562, 1-2= 1339/663, 2-3=-1339/663, 3-5=-1339/663, 5-6= 1339/663, 6-7= 999/562 BOT CHORD 9-11=-856/1742, 8-9=-856/1742 WEBS 11 1-11= 768/1554, 2-11=-423/340, 3-11=-477/236, 3-9=0/274, 3-8=-477/236, 5-8=-423/340, 6-8=-768/1554 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-G Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 28-11-0 zone;C-C for members aid forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide ad quate drainage to prevent water ponding. 3) This truss s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss las 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 betwe an the bottom chord and any other members. 5) Refer to gir• er(s) for truss to truss connections. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 12 and 315 lb uplift at joint 7. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev, 10/0=015 BEFORE USE. Deslgn vali or use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � syste . Before use. the building designer must verlfy the applicability of design parameters and properly Incorporate this design Into the overall building de n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {ViiTeW atruss always req ilred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ricailon, orage, delivery, erection and bracing of Trusses and truss systems, seeANS!/I11211 GualEyCrBerla, DSB-89 and SCSI Budding Component 6904 Parke East Blvd. Safety Infon i ioffon:rvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda. VA 22314. Tampa, FL 33610 I Job Truss Truss Type ety Ply 9502 Poinciana Court / 056506 T15250701 75167 Al Flat 1 1 Job Reference (optional) 1 I Chambers Tru , Inc., Fort Pierce, FL u.1 uu s iviar i l zul u Nn I eK Inausines, inc. i nu um 4 u/:ow:Ts zu1 u rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-cLS52EP489109C4S6UBIZNI dC5H66VESi_6uMhyWsCB Scale=1:49.4 36 = 2x3 11 3x8 = 3x6 = 2x3 11 3x5 = 1 13 214 15 3 16 4 517 18 6 161 12 3x6 11 19 11 4x8 = 20 10 9 21 3x6 = 2x3 1I 8 4x8 = 22 7 3x6 11 7-4-1 14-6-6 21-8-11 29-0-12 7-4-1 7-2-5 7-2-5 7-4-1 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20A Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.07 8-9 >999 360 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.35 Vert(CT) -0.14 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.03 7 n/a n/a BCDL 10A Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.06 9 >999 240 Weight: 177lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 �x4 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS I Row at midpt 1-11, 3-11, 3-8, 6-8 REACTIONS. lb/size) 12=1065/Mechanical, 7=1065/Mechanical ax Uplift 12=-315(LC 12), 7=-315(LC 12) Max Grav 12=1065(LC 17), 7=1065(LC 17) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12= 1000/563, 1-2=-1099/544, 2-3=-1099/544, 3-5=-1099/544, 5-6=-1099/544, 6-7= 1000/563 BOT CHORD 9-11=-702/1430, 8-9= 702/1430 WEBS 1 -11 =-674/1364, 2-11=-425/341, 3-11=-461/206, 3-9=0/294, 3-8=-461/206, 5-8= 425/341. 6-8= 674/1364 NOTES- 1) Wind: ASC II; Exp B; Ei members ai 2) Provide ade 3) This truss h 4) ` This truss will fit betw( 5) Refer to gin 6) Provide me at joint 7. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 28-11-0 zone;C-C for forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 late drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 i the bottom chord and any other members, with BCDL = 10.0psf. (s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 12 and 315 lb uplift Walter P. Finn PE No.22839 fffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. 10=12015 BEFORE USE. Design valid ft r use only with 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 the applicability of design parameters and property incorporate this design into the overall building desl . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always requi ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sic rage, delivery, erection and bracing of trusses and truss systems, seeAArsw I ®uatlly CI@onb, DSB-89 and BCSI BuIlding Component 6904 Parke East Blvd. SWetylntonnpBonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type oty Ply 9502 Poinciana Court / 056506 T15250702 75167 A2 Half Hip 1 1 1 Job Reference (optional) I Chambers Truss, Inc., i 17 3x4 = ron coerce, rL 6. IOU b IVIdI I I LU I O IVII I tlh IIIUUba IVb, IIIU. I IIU - 4 V / AY.IY GU 10 —J. I I D:oPu2174eUpAns3fef2i EMozLbfw-5XOTFaOivTuH nMfeg BiX6bZviVd 1 rx2cxerRu7yW SC7 6-9-4 13-0-0 18-4-13 23-7-15 29-0-12 6-9-4 6-2-12 5-4-13 5-3-1 5-4-13 Scale = iic49.8 I 48 = 2x3 11 3x6 = 3x8 = 3x4 I � 3 19 20 21 4 5 22 6 23 7 13 12 11 10 24 9 25 8 1 2x3 11 3x4 = 3x6 = 3x8 = 2x3 11 6x8 = 6-9-4 1 13-0-0 1 18-4-13 1 23-7-15 1 29-0-12 1 LOADING (psfJ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.( Plate Grip DOL 1.25 TIC 0.28 Vert(LL) -0.07 13-16 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.37 Vert(CT) -0.14 13-16 >999 240 BCLL OX Rep Stress Incr YES WB 0.61 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 13-16 >999 240 Weight: 177lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, BOT CHORD �x4 SP M 30 except end verticals. WEBS �x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-3 oc bracing. WEBS 1 Row at midpt 3-10, 6-8 REACTIONS.(lb/size) 1=1070/Mechanical, 8=1070/Mechanical Max Horz 1=237(LC 12) Max Uplift 1= 290(LC 12), 8=-344(LC 12) Max Grav 1=1075(LC 17), 8=1104(LC 17) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2— 1963/916, 2-3=-1425/720, 3-4= 1146/643, 4-6=-1146/643 BOT CHORD 1-1 3=-1 075/1772, 12-13= 1075/1772, 10-12=-725/1234, 9-10=-411/770, 8-9=-411/770 WEBS 2-13=0/281, 2-12=-621/401, 3-12=-151/454, 4-10=-304/248, 6-10=-371/618, 6-9=0/266, 6-8=-1219/649 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Intefior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-2-15 zone C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq iate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss s 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 betweef the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 1 and 344 lb uplift at joint 8. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 4. W ® WARNING OW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid f r use only with 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 the applicability of design parametersand property Incorporate this design Into the overall building desi . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW ' Is always reqL Iced for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st 4Tage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPIi QualityCrBenb, DSB-89 and BCSI Buddng Component 6904 Parke East Blvd. Safety Intann aflonzivallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply 9502 Poinciana Court / 056506 I T15250703 75167 A3 Half Hip 1` 1 1 Job Reference (optional) Chambers Trus , Inc., Fort Pierce, FL 3x6 i 3x4 i 3 2 15 1 m 1 o 11 3x4 — 2x3 11 7-9-4 LOADING (psf SPACING- 2-0-0 TCLL 20. Plate Grip DOL 1.25 TCDL 7. Lumber DOL 1.25 BCLL 0. Rep Stress incr YES BCDL 10. Code FBC20171FP12014 LUMBER- ts.Tsu s Mar rt zuta IvO I eK Inausmes, Inc. I nu uct 4 u/:b4:tb Zuio rage i I D:oPu2174eUpAns3fef2i EMozLbfw-ZkarTwRKgn08P W ErEvDmeo62UuyW aQBIAI b?QZyWsC6 15-0-0 22-0-6 29-0-12 _ 7-2-12 7-0-6 7-0-6 Scale=1:50.6 48 = 2x3 I I 3x4 = 6.00 F12 4 17 16 5 19 6 1 11 16 10 9 20 B 3x6 = 3x4 = 4x8 = 15-0-0 22-0-6 7-2-12 7-0-6 CSI. DEFL. in (loc) I/defl Ud TC 0.41 Vert(LL) -0.0911-14 >999 360 BC 0.42 Vert(CT) -0.2011-14 >999 240 W B 0.49 Horz(CT) 0.04 7 n/a n/a Matrix -MS Wind(LL) 0.11 11-14 >999 240 BRACING- 21 7 3x6 I I 29-0-12 7-0-6 PLATES GRIP I MT20 244/190 Weight: 168 lb FT = 20% TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins, BOT CHORD x4 SP M 30 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. WEBS 1 Row at midpt 6-7, 2-9, 4-8, 6-8 REACTIONS. (lb/size) 7=1070/Mechanical, 1=1070/Mechanical Max Horz 1=273(LC 12) Max Uplift 7=-353(LC 12), 1= 281(LC 12) Max Grav 7=1136(LC 17),1=1077(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1916/845, 2-4= 1288/620, 4-5=-812/457, 5-6=-812/457, 6-7=-1010/636 BOT CHORD 1-11= 1046/1732, 9-11=1046/1732, 8-9=-646/1105 WEBS 2-11=0/326, 2-9= 723/456, 4-9=-169/549, 4-8=-429/277, 5-8=-443/353, 6-8= 670/1188 NOTES- 1) Unbalanced Dof live loads have been considered for this design. 2) Wind: ASC -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp B; En i., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to 19-2-15 zon C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adec iate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss s 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 betwe the bottom chord and any other members, with BCD = 10.Opsf. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift at joint 7 and 281 lb uplift at joint 1. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6984 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING erlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid f r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• a truss system building desl Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing iUiBTeV Is always req fabrication, st Safety/ntoml i ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Irage. delivery, erection and bracing of trusses and truss systems, seeANSW11 AuafflyCrffeAa, DSB-89 and BCSI Buffeting Component aflonovdiable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 i Chambers TruE Inc., Fort Pierce, FL 16 / Q56506 ' T15250704 Job Truss Truss Type city Ply 9502 Poinciana Court 75167 A4 11-6-3 5-0-13 6.00 12 3x4 - 17 4 12 20 11 3x4 = 3x6 = o_� n 17-n-n 10 21 9 22 8 3x8 = 2x3 11 6x8 = i 9A.n.R 99-n-19 9-1-0 7-11-0 6-0-6 6-0-6 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.12 12-15 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.47 Vert(CT) -0.27 12-15 >999 240 BCLL 0. Rep Stress Incr YES WB 0.81 Horz(CT) 0.04 8 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.10 12-15 >999 240 Weight: 183lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, �x4 BOT CHORD SP M 30 except end verticals. WEBS t x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. WEBS 1 Row at midpt 7-8, 6-8 REACTIONS. (lb/size) 8=1070/Mechanical, 1=1070/Mechanical Max Horz 1=309(LC 12) Max Uplift 8=-363(LC 12), 1=-271(LC 12) Max Grav 8=1176(LC 17), 1=1113(LC 17) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2020/806, 2-4=-1840/764, 4-5=-1139/537, 5-6=-983/552 BOT CHORD 1-12=-1067/1847, 10-12= 840/1432, 9-10= 367/694, 8-9=-367/694 WEBS 2-12= 322/280, 4-12=-192/531, 4-10=-651/413, 5-10=0/251, 6-10— 328/510, 6-9=0/325, 6-8=-1213/641 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; En I., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to 21-2-15 zone C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade( iate drainage to prevent water ponding. 4) Thistrusshe been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss as 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 betwe i the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 8 and 271 lb uplift at joint 1. I Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I October 4,201 F I ®WARNING ledly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10103T1015 BEFORE USE Design valid ft ruse only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Indlvdual building component not � a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building des( . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent braying MOW I Is always reci ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf rage, dellvery, erection and bracing of trusses and truss systems, seeANSI/IPI► GualBy Ci9eda, DSB-89 and BCSI BUtrd/ng Component 6904 Parke East Blvd. Safety/nformoNonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T75250705 75167 A5 Half Hip 1 1 � Job Reference (optional) cnamoers i rugp, inc. t-on vierce, 1-L u.1Su s mar 11 zul a MI I eK Industries, Inc. I nu uct 4 0/:b4:16 zu16 rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-lw8DgGRyR48?Ogpiocl?BOfBBIF?JoBvOyKYyOyW 6C5 6-7-0 12-7-8 19.0-0 24-0-6 29-0-12 66 7-0 6-0-8 6-4-8 5.0.6 5-0-6 4x4 = 3x4 I I Scale = 1:58.5 3x4 = 5 17 18 6 19 7 11 20 10 21 9 22 23 8 4x4 3x4 = 3x6 = 3x8 = 6x8 = = 9-11-7 19-0'-0 24-0-6 29-0-12 9-11-7 9-0-95.0-6 Plate Offsets Y -- 1:0-1-0 Ed e LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud I PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.36 8-9 >963 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.60 Vert(CT) -0.59 8-9 >593 240 BCLL 0. Rep Stress Incr YES WB 0.83 Horz(CT) 0.04 8 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.11 11-14 >999 240 Weight: 1781b FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, BOT CHORD x4 SP M 30 except end verticals. WEBS �x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. WEBS 1 Row at midpt 7-8, 4-9, 6-8 REACTIONS. (Ib/size) 8=1070/Mechanical, 1=1070/Mechanical Max Horz 1=346(LC 12) Max Uplift 8=-374(LC 12), 1=-259(LC 12) ax Grav 8=1196(LC 17), 1=1122(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-20221756, 2-4=-1791/679, 4-5=-1012/428, 5-6= 859/463 BOT CHORD 1-11=-1066/1861, 9-11=-797/1381, 8-9=-293/498 WEBS 2-11=-365/310, 4-11= 187/550, 4-9— 733/464, 6-9_ 373/794, 6-8=-1065/642 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=29ft; eave=4ft Cat. 11; Exp B; En I., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-0-0, Exterior(2) 19-0-0 to 23-2-15 zon( C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade( iate drainage to prevent water ponding. 4) This truss he. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss s 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 betweeb the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gird (s) for truss to truss connections. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 8 and 259 lb uplift at joint 1. i Wafter P. Finn PE No.22639 MiTek USA, Inc. FL Cert66U 6904 Parke East Blvd. Tampa FL 33616 Date: October 4,2018 ® WARNING - Design valid fir ed design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. use only with MIToW connectors. This design is based only upon parameters shown, and is for an Individual building component not �' a truss systemrc, fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl &acing Indicated Is To prevent buckling of individual truss web and/or chord members only. Additional temporary antl permanent bracing MiTeV is always req for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrk ation, ste, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 GuallfyCiBedd, DS8.89 and BCS1 BuIlding Component 6904 Parke East Blvd. SaMlylntoun from Truss Plate Institute.218 N. Lee Street. Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250706 75167 A6 Half Hip 1 1 Job Reference (optional) unamoers Iruys, Ina, I -on werce, rL ts.13u s mar 11 zu1 is Ivii I eK mausmes, Inc. I nu um + u/:o4:1 r zu 10 raye 1 I D:oPu2174eUpAns3fef2iEMozLbfw-V6ibucSbCOGsepODLKGEjDBOSieB2Gw2dc46VSyWiC4 7-4-5 14-2-3 21-0-0 29-0-12 7-4-5 6-9-13 6-9-13 8-0-12 I 4x8 = 3x4 11 Scale = 1:63.0 5 17 16 19 5 o 11 10 9 20 8 21 7 1 3x4 = 2X3 11 3x4 = 3x6 = 3x4 = 6x8 = 7-4-5• 14-2-3 21-0-0 29-0-12 7-4-5 6-9-13 6-9-13 8-0-12 Plate Offsets Y -- 5:0-5-4 0-2-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.14 7-8 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.41 Vert(CT) -0.24 7-8 >999 240 BCLL 0. Rep Stress Incr YES WB 0.73 Horz(CT) 0.05 7 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 11-14 >999 240 Weight: 180lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins, BOT CHORD �x4 SP M 30 except end verticals. WEBS x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. 7: 2x4 SP M 30 WEBS 1 Row at midpt 6-7, 4-8, 5-7 REACTIONS. (lb/size) 7=1070/Mechanical, 1=1070/Mechanical Max Horz 1=382(LC 12) Max Uplift 7=-387(LC 12), 1=-247(LC 12) Max Grav 7=1199(LC 17), 1=1111(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. i TOP CHORD 1-2=-2020/687, 2-4=-1441/504, 4-5= 832/328 BOT CHORD 1-11=-1031/1844, 10-11= 1031/1844, 8-10_ 717/1279, 7-8= 388/709 j WEBS 2-11=0/304, 2-10=-644/393, 4-1 0=-1 41/494, 4-8=-833/476, 5-8=-289/909, 5-7=-1163/636 NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp B; En 25-2-15 zon. 3) Provide ade 4) This truss N 5) ' This truss I will fit betwe 6) Refer to gird 7) Provide mec joint 1. of live loads have been considered for this design. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45ft; L=29ft; eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 21-0-0, Exterior(2) 21-0-0 to -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members, with BCDL = 10.Opsf. (s) for truss to truss connections. inicai connection (by others) of truss to bearing plate capable of withstanding 367 lb uplift at joint 7 and 247 lb uplift at Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 4,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03&015 BEFORE USE, Design valid let use only with MiTek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. building design. Before use, the building designer must verify the applicability of design parameters and. properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p/� INIiTew is always recly fabrication, storage. Sofetylnlo red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSNIPII CualllyC11tedd, DSO-89 and SCSI Budding Component aHonavalable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 Poinciana Court / Q56506 I T15250707 75167 A7 Half Hip 1 1 Job Reference (optional) cnamoers i russ, mc., LOADING (p; TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb TOP CHORD BOTCHORD WEBS NOTES- 1) Unbalanced 2) Wind: ASCE Il; Exp B; Er 23-9-7 zone 3) Provide ade 4) This truss hf 5) ' This truss will fit betwe 6) Refer to gird 7) Provide met joint 1. I -on Tierce, I-L o.iou s mar i i zV t o Iw1 I eK mousmes, urc. I nu Ucr '1 V /:04: I O eV 10 rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-zJG_5yTDziOjGzzPvl nTGRkZ56yBnhxBsGpf1 uyW �C3 6-7-0 12-7-8 19-6-8 24-T-14 , 29-0-12 6-7-0 6-0-8 6-11-0 4-7-6 4-10-14 4x5 = 3x4 I I Scale = 1:59.7 3X4 = 5 17 618 19 7 9 _., a 4x4 3x4 = 3x6 = 3x8 = 6x8 = = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 SPM30 SPM30 SP No.3 19-6-8 CSI. DEFL. in (loc) Well Ud TC 0.45 Vert(LL) -0.28 8-9 >999 360 BC 0.55 Vert(CT) -0.45 8-9 >764 240 WB 0.87 Horz(CT) 0.04 8 n1a n/a Matrix -MS Wind(LL) 0.11 11-14 >999 240 BRACING - PLATES GRIP MT20 244/190 Weight: 180 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-0-6 oc bracing. WEBS 1 Row at midpt 7-8, 4-9, 6-8 b/size) 8=1070/Mechanical, 1=1070/0-8-0 lax Harz 1=355(LC 12) lax Uplift 8=-377(LC 12), 1=-256(LC 12) lax Grav 8=1199(LC 17), 1=1123(LC 17) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-2029/741, 2-4=-1800/663, 4-5=-967/396, 5-6= 815/440 1-1 1=-1 062/1668, 9-11 =-800/1 389, 8-9=-279/477 2-11=-356/305, 4-1 1=-1 80/565, 4-9_ 775/481, 6-9=-390/815, 6-8=-1070/638 of live loads have been considered for this design. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft Cat. , GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 19-6-8, Exterior(2) 19-6-8 to -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members, with BCDL = 10.Opsf. (s) for truss to truss connections. mical connection (by others) of truss to bearing plate capable of withstanding 377 lb uplift at joint 8 and 256 lb uplift at Walter P. Finn PE No.22839 MiTekUSA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Date: October 4„2018 Q WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. f0/03/2015 BEFORE USE Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss system building desf Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall . Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addlflonal temporary and permanent bracing MiTeW Is always req fabricatlon, st Safety In 1Iced for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CualBy CrBetla, DSB-89 and BCSI Building Component Nonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250708 75167 A8 Common 3 1 Job Reference (optional) unamoers i rus , inc., rort coerce, r-L o. rau s iviai it eu i o ivii i eK muustnes, inc. i nu ucr 4 ur:ow:, to ev ra r-aye , ID:oPu2174eUpAns3fef2iEMozLbfw-RVgMJHUrk?WZt7XcTkiipeHgYWG1 W DeL4wZCZKyW $C2 -2-0-0 6.7-0 12-7-8 18-8-0 23-8-10 29-0-12 2-0-0 6.7-0 6-0-8 6-0-8 5.0.10 5-4-2 Scale = 1:61.0 4x4 = i LOADING (p: TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (I TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced 2) Wind: ASIDE II; Exp B; En 18-8-0 to 21 3) This truss ht 4) ' This truss I will fit betwe 5) Refer to gird 6) Provide mec joint 9. 6 3x4 = 3x6 = 3x8 = 6x8 = 3x5 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 SPM30 SPM30 SP No.3 29-0-12 CSI. DEFL. in (loc) I/defl Ud TC 0.66 Vert(LL) -0.32 9-10 >999 360 BC 0.58 Vert(CT) -0.58 9-10 >601 240 WB 0.46 Horz(CT) 0.04 9 n/a n/a Matrix -MS Wind(LL) 0.0712-15 >999 240 BRACING - PLATES GRIP MT20 244/190 Weight: 168 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. WEBS 1 Row at midpt 5-10, 7-9 b/size) 2=1185/0-8-0, 9=1066/Mechanical lax Horz 2=21 O(LC 12) lax Uplift 2=-407(LC 12), 9= 324(LC 12) lax Grav 2=1188(LC 17), 9=1085(LC 19) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. 2-3=-1914/847, 3-5=-1682/774, 5-6=-960/558, 6-7= 972/585 2-12=-862/1803, 10-12= 599/1341, 9-10— 327/668 3-12= 355/279, 5-12= 155/524, 5-10=-696/426, 6-10= 272/578, 7-10=-5/321, 7-9= 1050/533 of live loads have been considered for this design. -10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45fh L=29ft; eave=4ft; Cat. , GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 18-8-0, Exterior(2) 0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members, with BCDL = 10.Opsf. ;s) for truss to truss connections. Inlcal connection (by others) of truss to bearing plate capable of withstanding 407 lb uplift at joint 2 and 324 lb uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNING - erlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1--7473 rev. 10103)2015 BEFORE USE Design valid f r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building dell . Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always req ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalbn, st rage, delivery, erection and bracing of trusses and truss systems, seeANS&7PIr QualityCdfeda, DSB-09 and SCSI Bullding Component 6904 Parke East Blvd. Safety/nfolmp/lonavailable from Truss Plate Institute, 218 N. Lee Street. Sulte 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056506 T15250709 75167 AA Roof Special 1 1 Job Reference (optional) unamOers I rug y Inc., tort Nlerce, I-L 0.10u 5 Mar I I eU Ia Iva i eK muuauies, Inc. I nu vcr � w:o�:cc cu 10 rnyn r ID:oPu2174eUpAns3fef2iEMozLbfw-vhNkW dUTVJeQVH6o1 SpxLsprnvc?FYbUJalm5nyWsC1 3-9-4 p•11.4 11-9-4 18-7-4 23-7-14 29-0-0 � 1-2-0 6.10-0 6-10-0 5-0-10 5-4-2 Scale = 1:61.6 4x4 = 6.00 12 6 3x6 I 7x8 = 13 12 10 9 5x6 = 3x4 II 4x4 = 3x6 = 3x8 = 6x8 = LOADING (psf SPACING- 2-0-0 TCLL 20. Plate Grip DOL 1.25 TCDL 7. Lumber DOL 1.25 BCLL 0. Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 LUMBER- 6- CSI. DEFL. in (loc) I/dell Ud TC 0.69 Vert(LL) -0.35 9-10 >985 360 BC 0.59 Vert(CT) -0.63 9-10 >545 240 WB 0.99 Horz(CT) 0.05 9 n/a n/a Matrix -MS Wind(LL) 0.15 13 >999 240 BRACING- i C6 6 IN PLATES GRIP MT20 244/190 Weight: 190 lb FT = 20% TOP CHORD tx4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD x4 SP M 30 except end verticals. WEBS t x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. -15: 2x4 SP M 30 WEBS 1 Row at midpt 5-10, 7-9 REACTIONS. (lb/size) 16=1062/0-7-4, 9=1062/Mechanical Max Horz 16=-163(LC 10) Max Uplift 16=-308(LC 12), 9— 320(LC 12) Max Grav 16=1062(LC 1), 9=1069(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16— 975/495, 1-2=-3155/1454, 2-3=-2948/1373, 3-5=-2876/1440, 5-6= 960/555, 6-7=-942/578 BOT CHORD 15-16= 178/273, 14-15=-1594/3366, 3-14=-295/250, 12-13=-179/444, 10-12=-622/1384, 9-10= 322/655 WEBS 1-15=-1424/3109, 2-15=-837/429, 2-14� 729/327, 12-14=-450/950, 5-14=-812/1534, 5-10= 729/427, 6-10= 249/539, 7-10=-3/308, 7-9= 1043/525 NOTES- 1) Unbalanced joof live loads have been considered for this design. 2) Wind: ASC -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=29ft; eave=4ft Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-7-4, Exterior(2) 18-7-4 to 21 -4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4)Thistrusshe been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betwe n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mec ianical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 16 and 320 lb uplift at joint 9. Walter P. Finn PE No.22839 Mi fek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE - Design valid or use only with MITekb connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Bet a Inks syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desi . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always req., red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom sf rage, delivery, erection and bracing of trusses and truss systems, seeANS&WI1 Cua/ByCrBedd, DSB-89 and BCSI BuUd/ng Component 6904 Parke East Blvd. Safetylnfo offorcivallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250710 75167 AB Roof Special 1 1 Job Reference (optional) unamoers I rul i, Inc., FOR coerce, rL 0. IOU S Mar I 1 Za 10 IYII I eR II IUMILI Itlb, Illo. I IIU '.JUL 4 U1:04:C, LU 10 rays: , I D:oPu2174eUpAns3fef2i EMozLbfw-Nux6jzV5GdmH7Rh_a9KAu3MObJvH_?KeYE2JeDyWsCO 4-11-4 5 9-4 12-2-4 18-7-4 23-7-14 29-0-0 4-11-4 -10• 6-5-0 6-5-0 5-0-10 4x4 = 5 Scale = 1:61.6 WO 4x4 = 1 2 15 & I I co 13 9 10 20 21 22 ['J V � i I o 14 6x10 = 3x6 It 12 11 9 8 3x4 II 3x6 = 3x8 = 6x8 = 7x8 = 4-11-4 12-2-4 18-7-4 29-0-0 4-11-4 7-3-0 6-5-0 10-4-12 Plate Offsets Y -- rl1:0-4-0 0-1-12 13:0-4-4 0-2-12 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.34 8-9 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.78 Vert(CT) -0.62 8-9 >557 240 BCLL 0. Rep Stress Incr YES WB 0.96 Horz(CT) 0.05 8 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 13 >999 240 Weight: 192lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, BOT CHORD x4 SP M 30 *Except' except end verticals. -12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-7 oc bracing. WEBS x4 SP No.3 WEBS 1 Row at midpt 4-9, 6-8, 3-11 REACTIONS. (lb/size) 14=1062/0-7-4, 8=1062/Mechanical Max Horz 14=-150(LC 10) Max Uplift 14=-310(LC 12), 8=-319(LC 12) Max Grav 14=1062(LC 1), 8=1069(LC 18) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-990/524, 1-2— 2205/1050, 2-3=-2096/996, 3-4=-1476/701, 4-5=-953/558, 5-6=-937/577 BOT CHORD 11-12= 131/306, 9-11— 599/1327, 8-9= 322/655 WEBS 1-13= 1097/2307, 11-13=-977/2003, 3-13=-431/209, 4-11=-65/368, 4-9=-689/417, 5-9=-260/547, 6-9=-0/304, 6-8=-1044/525, 3-11 =-1 075/568 NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp B; Er 18-7-4 to 21 3) Provide adei 4) This truss ht 5) ' This truss I will fit betwe 6) Refer to gird 7) Provide mec at joint 8. rof live loads have been considered for this design. 1-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4fh Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-7-4, Exterior(2) -4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 late drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Is 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 i the bottom chord and any other members, with BCDL = 10.Opsf. '(s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 14 and 319 lb uplift Walter P. Finn PE No.22839 f1hTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev. 10/03/ZOIS BEFORE USE, Design valid f r use only with MiTek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not � a truss system Before use, the buiiding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building desIC n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeV IS always reCi I ed for stabilityand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabriomilon, st i rage, delivery. erection and bracing of trusses and truss systems, seeANSWIl Quality Cdfella, DSB-89 and BCSl Btllid/ng Component 6904 Parke East Blvd. Safety Informpllanovattable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250711 75167 AC Roof Special 1 1 Job Reference (optional) cnamoers I rusi$, Inc., tort Fierce, t-L 8.13U s Mar 11 2U18 MI I eK Intlustnes, Inc. I hu Uot 4 Ul:b4:22 2U18 rage 1 I D:oPu2174eUpAns3fef2iEMozLbfw-s4VUxJ Wj 1 wu8kbGB8trPQ HvBQilejYLnnuntAfyWsC? 011-1 3.9-4 11- 7-9.4 13.2-4 18-7.4 23-7-14 29.0.0 0-11-1 2-9-8 1-2-0 2-10-0 5-5-0 5-5-0 5-0-10 5-4-2 4x4 = 7 15 14 13 11 10 3x4 11 44 = 3x4 = 3x6 3x8 = 6x8 = 13-2-4 18- Scale = 1:62.1 Plate Offsets 16:0-2-9,0-2-12 LOADING (ps! SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.34 10-11 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.58 Vert(CT) -0.60 10-11 >573 240 BCLL 0., Rep Stress [nor YES WB 0.59 Horz(CT) 0.03 10 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 13 >999 240 Weight: 200 lb FT = 20% LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD BOT CHORD 4 SP M 30 'Except* 15: 2x4 SP No.3 BOT CHORD WEBS 4 SP No.3 WEBS REACTIONS. (lb/size) 17=1062/0-7-4, 10=1062/0-4-12 Max Harz 17=-155(LC 10) Max Uplift 17= 309(LC 12), 10= 320(LC 12) Max Grav 17=1062(LC 1), 10=1073(LC 18) FORCES. (lb - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1423/714, 3-4=-1461/764, 4-5= 14487759, 5-6=-1352/695, 6-7=-936/572, 7-8=-937/587 BOT CHORD 16-17— 393/645, 13-14=-772/1565, 11-13=-569/1231, 10-11=-328/656 WEBS 2-17= 1102/614,2-16=-343/747,3-16=-236/538,14-16=-764/1602,5-14=-488/321, 5-13=-443/257, 6-13=-i30/355, 6-11=-639/417, 7-11— 294/568, 8-11=0/300, 8-10= 1045/537 NOTES- 1) Unbalanced 2) Wind: ASC II; Exp B; En 3-9-4 to 6-9- plate grip DC} 3) Provide adec 4) This truss hz 5) ' This truss will fit betwe 6) Provide mec at joint 10. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-4-14 oc bracing. 1 Row at micipt 6-11, 8-10 Hof live loads have been considered for this design. r-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29ft; eave=4ft; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 0-11-12, Interior(1) 0-11-12 to 3-9-4, Exterior(2) Interior(1) 7-9-4 to 28-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 1.60 late drainage to prevent water ponding. ; been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1 the bottom chord and any other members, with BCDL = I O.Opsf. anical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 17 and 320 lb uplift WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 WARNING I Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10103/2015 BEFORE USE. Design valid or use only with 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 the applicability of design parameters and properly Incorporate this design Into the overall building desli In. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always ri red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication rage, delivery, erection and bracing of trusses and truss systems, seeANSf71P11 QualityCrtteria, DSB-89 and BCSI BuNding Component 6904 Parke East Blvd. Safety/nto Bonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250712 75167 ATA ATTIC 13 1 Job Reference o tional L:namoers i ruq$, Inc., Fort Fierce, rL 4-7-8 tmou s tviar l l "Cults ivii I eK Inuu5ttles, Inu. I nu Uut '+u/:o'i:ZJ ZV to rage i I D:oPu2174eUpAns3fef2i EMozLbfw-KG3t8fXMoEO?MkrNiaNezURL37ccS35x?YXQi6yW sC_ 11-8-0 13-0-5 7-7-8 10-3-11 10-(1-8 12.9-8 15-8-6 18-8.8 23-4-0 25-4-0 3.0-0 2-8-3 0- - 3 1.1-8 2-8.3 3-0-0 4.7.8 2.0.0 1-1.8 0-2-13 Scale =1:45.8 3x6 = = 5 3x5 = 5 7 2x3 II 23 24 2x3 II 6.00 12 8 4 2x3 � 2x3 3 9 42�2 15 14 13 12 3x4 4x6 = 4x6 = 3x4 = 3x4 = 7-7-8 15-8-8 23-4-0 LOADING (psf) SPACING- 2-0-0 TCLL 20. Plate Grip DOL 1.25 TCDL 7. Lumber DOL 1.25 BCLL 0. Rep Stress ]nor YES BCDL 10. Code FBC2017/TP12014 LUMBER- CSI. DEFL. in (loc) I/deft Ud TC 0.75 Vert(LL) -0.5613-14 >505 360 BC 0.73 Vert(CT) -0.92 13-14 >303 240 WB 0.37 Horz(CT) 0.05 10 n1a n/a Matrix -MS Wind(LL) 0.2013-14 >999 240 BRACING - 25 1- 10 3x4 PLATES GRIP MT20 244/190 Weight: 106 lb FT = 20% TOP CHORD �x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins. BOT CHORD x4 SP M 30'Except. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-15: 2x4 SP M 31 WEBS x4 SP No.3 REACTIONS. Ib/size) 2=105910-8-0, 10=1059/0-8-0 Max Horz 2=-172(LC 10) Max Uplift 2=-303(LC 12), 10=-303(LC 12) Max Grav 2=1159(LC 18), 10=1159(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2043/590, 3-4= 1741/492, 4-5=-1373/495, 5-6=-217/1103, 6-7=-217/1103, 7-8=-1373/495, 8-9=-1741/492, 9-10= 2044/590 BOT CHORD 2-14=-382/1921, 13-14=-213/1469, 10-13=-430/1793 WEBS 5-7=-26337769, 4-14=-737729, 8-13= 73/730, 3-14=-570/273, 9-13=-571/273 NOTES- 1) Unbalanced Pof live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp B; Enc., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-8-0, Exterior(2) 11-8-0 to 14 -0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss ft is 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 betwee i the bottom chord and any other members. 5) Ceiling dead ad (5.0 psf) on member(s). 4-5, 7-8, 5-7 6) Bottom chor live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint 2 and 303 lb uplift at joint 10. 8) ATTIC SPA SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNING - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid f r use only wilh MlTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system fore use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building desl &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always rn d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st�1'11bnzlvdlable age, delivery, erection and bracing of trusses and truss systems, seeANSUMI QualityCrifalla, DSB-89 and BCSI SuIldIng Compononf 6904 Parke East Blvd. Safety Inform from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 Poinciana Court / 056506 T15250713 75167 ATB ATTIC 1 1 Job Reference (optional) unamoers i rugs, Inc., I -on tierce, t-L 2-0.0 1 4-7-8 3-0-0 6.00 F12 2x3 Q 3 22 1 3x4 , 7-7-8 LOADING (psf SPACING- 2-0-0 TCLL 20. Plate Grip DOL 1.25 TCDL 7. Lumber DOL 1.25 BCLL 0. Rep Stress Incr YES BCDL 10. Code FBC2017ITP12014 LUMBER- 2x3 11 23 4 15 14 Sx10 = t1.1su s mar i i zU16 MI I etc mausmes, Inc. I nu Uci 4 U/:b4:24 2U16 rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-oTdFM?Y_ZYes_uQZGI utVi_UuXwMBUj4ECGzDYy WsBz 11-8-0 13-0-5 - 0-3-11 1 -8 12-9-8 15-8-B 18-8-8 23-4-0 25-0-0 2-8-3 0- - 3 1-1-6 2-8-3 3-0-0 4-7-8 2.0-0 1-1.8 0-2-13 Scale = 1:43.5 3x6 = 3x5 = 6 = �3x5 5 7 24 2X3 11 8 2x3 i 9 25 10 m 11Io 13 12 Sx10 = 3x4 CSI. DEFL. in (loc) I/dell Ud TC 0.87 Vert(LL) -0.7413-14 >380 360 BC 0.89 Vert(CT) -1.11 13-14 >253 240 WB 0.47 Horz(CT) 0.05 10 n/a n/a Matrix -MS Wind(LL) 0.2013-14 >999 240 BRACING - PLATES GRIP MT20 244/190 Weight: 105 lb FT = 20% TOP CHORD x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc puriins. BOT CHORD x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-15: 2x4 SP M 31 WEBS 4 SP No.3 REACTIONS. Maxb/size) 2=1060/0-8-0, 10=1035/0-8-0 Max Harz 2=171(LC 11) Uplift 2= 305(LC 12), 10= 282(LC 12) Max Grav 2=1223(LC 18), 10=1201(LC 19) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2199/600, 3-4=-1887/496, 4-5=-1482/498, 5-6= 226/1224, 6-7=-221/1227, 7-8=-1479/504, 8-9=-1890/513, 9-10=-2211/601 BOT CHORD 2-14=-407/2056, 13-14=-224/1585, 10-13— 449/1946 WEBS 5-7=-2890/792, 4-14=-73/816, 8-13= 80/826, 3-14=-594/269, 9-13=-609/283 NOTES- 1) Unbalanced bof live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-8-0, Exterior(2) 11-8-0 to 14- -0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss hits 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 betwec i the bottom chord and any other members. 5) Ceiling dead bad (5.0 psf) on member(s). 4-5, 7-8, 5-7 6) Bottom chorc live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 7) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 2 and 282 lb uplift at joint 10. 8) ATTIC SPA SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.21839 PATek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 WARNING - 1 er- design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI-7473 rev. 10/03/2015 BEFORE USE, Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an indlAclual building component, not �� a truss system. More use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSWIF QualByWarta, DSB-89 and SCSI BuIlding Component 6904 Parke East Blvd. Safety Informc lanovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 Poinciana Court/ Q56506 T15250714 75167 B Half Hip 1 1 Job Reference o tional Chambers i ru , InG, rorr rlerce, rL o.lou s MMal I 1 GU IS IVII 1 eN MULiSMeS, MC. I VUl Y 'ay. I I D:oPu2174eUpAns3fef2iEMozLbfw-GfBdZLYcJrGjb2?mp? P62vXoXwNdwwUDTsOXm_yWsBy 2.0-0 4-9-4 9-0-0 15-0-0 21-6-0 28-0-0 30-6-0 2-0-0 4-9-4 4-2-12 6-0-0 6.6-0 6-6-0 2-6-0 Scale = 1:55.6 3x8 = 4x8 = 3x4 II 3x6 = 3x4 II 3x5 = 4 21 22 5 23 6 7 24 8 9 6.00 12 2x3 7A 20 2 14 12 0I9 m 6x8 = 13 6x8 = Of 2x3 11 16 15 11 10 5x8 = 3x4 II 3x4 II 6x8 = x5 9-0-0 15-0-0 21-6-0 28-0-0 30.6-0 9-0-0 6-0-0 6-6-0 6-6-0 2-6-0 Plate Offsets C, Y -- 2:0-2-10 0-1-8 4:0-5-4 0-2-0 12:0-2-8 0-2-8 14:0-2-8 0-2-12 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Weill Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.14 13-14 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.44 Vert(CT) -0.28 13-14 >999 240 BCLL 0. Rep Stress Incr YES WB 0.57 Horz(CT) 0.11 10 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.13 13-14 >999 240 Weight:181 lb FT=20%o LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc pullins, BOT CHORD 2x4 SP M 30 `Except' except end verticals. 15,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 10=1119/0-6-0, 2=1238/0-8-0 Max Horz 2=221(LC 12) Max Uplift 10=-341(LC 12), 2=-422(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-2075/1100, 3-4=-18251951, 4-5= 2406/1328, 5-7=-2432/1340, 7-8=-702/380, 8-9=-673/364, 9-10=-1086/597 BOT CHORD 2-16=-1166/1829, 5-14=-358/293, 13-14= 1067/2049, 12-13= 1087/2049, 8-12— 288/245 WEBS 3-16= 304/288, 14-16=-850/1488, 4-14= 522/995, 7-14= 288/435, 7-13=0/303, 7-12=-1528/802,9-12=-688/1270 NOTES- 1) Unbalanced ioof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31111; eave=oft; Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-13, Interior(1) 0-11-13 to 9-0-0, Exterior(2) 9-0-0 to 13-2 12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade uate drainage to prevent water ponding. 4) This truss hE been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss t I s 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 betwee the bottom chord and any other members. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 10 and 422 lb uplift at joint 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid I or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldfngdesiqri. is always rocil Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSOVII CualHyCdtefla, DSB-69 and BCSI BuRdIng Component 6904 Parke East Blvd. Sa/e/ytnfo flonovailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 Poinciana Court / Q56506 T15250715 75167 B1 Half Hip 1 1 Job Reference (optional) Chambers I rU , Inc., tort Pierce, FL 6.130 s mar 1 1 2018 mr I eK wdusrrles, ❑rc. I nU Out 4 07;54 6 LV t o rage i I D:oPu2174eUpAns3fef2i EMozLbfw-krl?nhZE49OaDCayNiwLb73v2KiffJm NhW I41QyW sBx -2-0-0 5-9-4 11-0-0 15-0-0 21-6-0 28-0-0 30-6-0 2-0-0 5-9-4 5-2-12 4-0-0 6-6-0 6-6-0 2-6-0 Scale = 1:55.6 48 = 3x4 = 2x3 II 3x6 = 3x5 = 4x4 = 4 23 5 24 6 7 25 8 9 6.00 12 3x4 22 3 21 ]14 12 q o m ?). 6x8 = 13 W _ 1 3x10 = 17 16 15 11 10 2x3 I I 4x8 = 3x4 I I 3x4 11 6x8 = x4 = 5-9-4 11-0-0 15-0-0 21-6-0 28-0-0 30-6-0 5-9-4 5-2-12 4-0-0 6-6-0 6-6-0 2-6-0 Plate Offsets Y -- 4:0-5-4 0-2-0 12:0-5-12 0-4-0 14:0-5-12 0-4-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.10 13-14 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.39 Vert(CT) -0.2213-14 >999 240 BCLL 0. * Rep Stress Incr YES WB 0.82 Horz(CT) 0.09 10 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 14 >999 240 Weight: 192lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, BOT CHORD x4 SP M 30 *Except* except end verticals. 15,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS N4 SP No.3 REACTIONS. (lb/size) 10=1119/0-6-0, 2=1238/0-8-0 Max Harz 2=258(LC 12) Max Uplift 10— 347(LC 12), 2=-416(LC 12) FORCES. (lb] Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2094/1018, 3-4=-1654/869, 4-5=-1955/1113, 5-6=-1604/872, 6-8=-1604/872, 8-9=-551/304, 9-10= 1087/608 BOT CHORD 2-17=-1130/1821, 16-17=-1130/1821, 13-14= 1126/1976, 12-13=-316/574, 8-12= 985/621 WEBS 3-16— 488/325, 14-16=-835/1430, 4-14= 437/825, 5-13= 449/306, 6-13= 377/296, 8-13=-675/1251, 9-12— 666/1206 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=31ft; eave=4ft; Cat. II; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-13, Interior(1) 0-11-13 to 11-0-0, Exterior(2) 11-0-0 to 15 -12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade ate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss I is 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 betwe( i the bottom chord and any other members. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 347lb uplift at joint 10 and 416 lb uplift at joint 2. WaiterP. Finn PE No.22639 fdiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE Design valid r use only with MITeW connectors. ]his design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. bullding dell Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' h always req e I for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeAAISW11 CuaBlyCiffeft DS"9 and SCSI BUYding Component 6904 Parke East Blvd. Satefylnfo „ trafpvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 9502 Poinciana Court / Q56506 T15250716 75167 B2 Hip 1 1 Job Reference (optional) Chambers Iru , Inc., Pori Pierce, FL 0.1OU b IVIdt I l cvlo lvu Ien nlULIG IeS, Inc. uw vci • v,.oY.0 cv to rage I ID:oPu2174eUpAns3fef2iEMozLbfw-C21N_1 asrTW RrM98xQRa7Kc?Xk?_013WwAVdgtyWsBw -2-0- 6-9.4 13-0-0 15-0.0 21-6-0 28-0.0 29.8.0 0-6- 2-01 6-9-4 6- % 2-0-0 6-6-0 6-6-0 1.8-0 -10- Scale =1:57.2 6.00 12 4x8 _ 3x4 = 2x3 11 3x4 3x6 = 3x4 = 4x4 = 5 6 24 25 7 26 8 9 10 11 3x6 i 3x4 i 4 3 m m o ur co � 23 6 14 0 I m i 6x8 = 15 5x14 = of 19 18 17 3x10 = 13 12 4 — 2x3 11 4x8 = 3x4 11 3x4 11 6x8 = 6-9-4 13-0-0 15-0-0 21-6.0 28-0-0 0-6-0 6-9-4 6-2-12 2-0-0 6-6-0 6-6-0 2-6-0 Plate Offsets Y - 5:0-5-4 0-2-0 16:0-5-12 0-4-4 LOADING (ps1x4 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.09 16 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.64 Vert(CT) -0.20 15-16 >999 240 BCLL 0. Rep Stress Incr YES WB 0.88 Horz(CT) 0.09 12 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.09 16 >999 240 Weight: 211lb FT=20% LUMBER- BRACING - TOP CHORDx4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, BOT CHORDx4 SP M 30 `Except' except end verticals. -17,9-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS SP No.3 WEBS 1 Row at midpt 6-15 REACTIONS. (lb/size) 2=1238/0-8-0, 12=1119/0-6-0 Max Horz 2=281(LC 12) Max Uplift 2=-411(LC 12), 12=-351(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2057/975, 3-5= 1514l797, 5-6— 1606/966, 6-7=-13171761, 7-9=-13171761, 9-10=-434/273,10-11=-436/258,11-12=-1092/636 BOT CHORD 2-19=-1104/1781, 18-19— 1104/1781, 15-16=-954/1625, 14-15=-257/446, 9-14=-1031/679 WEBS 3-19=0/275, 3-18=-600/380, 5-18=-515/374, 16-18= 880/1521, 5-16= 566/1032, 6-15= 403/280, 7-15= 380/302, 9-15=-627/1134, 10-14=-170/273, 11-14=-519/916 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-13, interior(1) 0-11-13 to 13-0-0, Exterior(2) 13-0-0 to 30-4-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq iate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss s 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 betwe the bottom chord and any other members. 6) Provide ml anicai connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 2 and 351 lb uplift at joint 12. Walter P. Finn PE No.22839 M7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid f r use only wllh MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system building desIC Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i i. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always reqL prevent I ed for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication, sR rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CualBy Ciftnio, DSB-09 and SCSI BuShcng Component 6904 Parke East Blvd. Safety Inform i iffoncivallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250717 75167 B3 Hip 1 1 Job Reference (optional) L;namoers 1 ru s, Inc., i-on Nterce, rL a -0-0 7-9.4 0-0 7-9-4 m 01 8.13o s mar 11 2018 MI I eK inauStrles, Inc. i nu UCt 4 0f:b428 2016 Fage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-gEsmBMbUcmelSWjKV7ypgY9AC8Og7AZg9gEBNJyWsBv 15.0-0 21-4.0 27-8-0 2$-q•0 30-6-0 7-2-12 6-4-0 6-4-0 0-4.0 2-6-0 Scale=1:58.6 4x5 I I 3x4 11 2x3 11 5x6 = 6.00 12 522 23 6 24 7 8 3x4 9 3x6 21 3x4 i 4 3 cm 6 rr r T ID 20 - - -Z,- 2 14 12 Io 48 = 25 13 j 26 27Egd 16 15 3x8 = 4x12 = 11 10 3x4 = 5x6 = 3x4 I I 3x4 11 6x8 = 7-9-4 15-0-0 21-4-0 28-0-0 30-6-0 7-9-4 7-2-12 6-4-0 6-8-0 2-6 0 Y)-- f7:0-3-0 0-2-01 f14:0-5-8 0-2-81 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.09 13-14 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.40 Vert(CT) -0.18 16-19 >999 240 BCLL 0. Rep Stress Incr YES WB 0.99 Horz(CT) 0.07 10 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.08 16-19 >999 240 Weight: 210lb FT=20%o LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, BOT CHORD 2X4 SP M 30'Except- except end verticals. 15,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=1238/0-8-0, 10=1119/0-6-0 Max Horz 2=281(LC 12) Max Uplift 2=-411(LC 12), 10=-351(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2015/948, 3-5=-1587/864, 5-6=-11351722, 6-7= 1135/723, 7-8=-438/316, 8-9=-434/271, 9-10= 1097/660 BOT CHORD 2-16=-1048/1810, 5-14=-222/602, 13-14=-768/1368, 12-13= 247/437 WEBS 14-16= 1020/1750, 3-14=-469/295, 5-13=-316/192, 6-13=-390/313, 7-13=-558/1023, 7-12=-696/443, 9-12=-539/968 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=oft Cat. 11; Exp B; En::]., GCpi=0.18; MIN FRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-13, Interior(1) 0-11-13 to 15-0-0, Exterior(2) 15-0-0 to 30 4-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade uate drainage to prevent water ponding. 4) This truss hEs been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss I i as 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 betwe the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide Me anical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 2 and 351 lb uplift at joint 10. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING erify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411-7473 rev. 1010=015 BEFORE USE Design valid f ruse only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des[( . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always reqL i ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSVW11 Guallly Cdleft DSB-89 and BCSI Bugdfng Component 6904 Parke East Blvd. Safety /nfoml,i iffanovdiable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250718 75167 B4 Hip 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 6.13u s mar i i zui a ml I eK mousiries, mc. I nu uct 4 ui:o4:za zut a rage i ID:oPu2174eUpAns3fef2i EMozLbfw-9QQBPib6N4m94flX2rT2CIhQDYkeshipOU_kvly W sBu A 7-0-A 1r-n-n 17-0.n 91-A-0 . PA-0-0 . 34-10-0 2-G 0 7-9-4 7-2-12 2-0-0 4-4-0 4-4-0 2-4-0 6-10-0 Scale = 1:65.1 5x6 = 2x3 11 5x6 = 6.00 F12 6 23 247 25 8 3x4 13x4 11 5 9 3x6 i 22 26 27 4 4x5 3x4 10 m VN 3 aD m I? v 21 co 2 15 13 io t4 1 0 1 28 29 30 31 tk 17 165x8 = 3x8 = 4x12 = 12 11 6x8 = 3x4 II 3x4 II 6x8 3x4 = 7-9-4 15-0-0 17-0-0 21-4-0 25-8-0 28-0-0 34-10-0 7-9-4 7-2-12 2-0-0 4-4-0 4-4-0 2-4-0 6-10-0 Plate Offsets Y -- 6:0-3-0 0-2-0 8:0-3-0 0-2-0 15:0-2-12 0-3-0 17:0-3-8 0-3-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.12 14-15 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.43 Vert(CT) -0.23 14-15 >999 240 BCLL 0. Rep Stress Incr YES WB 0.74 Horz(CT) 0.09 11 n/a n/a BCDL 10. Code FB02017/TP12014 Matrix -MS Wind(LL) 0.10 14-15 >999 240 Weight: 243lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, BOT CHORD x4 SP M 30 `Except' except end verticals. -16,9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 SP No.3 WEBS 1 Row at midpt 15-17, 6-14 REACTIONS. (lb/size) 2=1398/0-8-0, 11=1280/0-6-0 Max Horz 2=202(LC 12) Max Uplift 2=-472(LC 12), 11=-365(LC 12) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2364/1157, 3-5=-2012/1117, 5-6= 2014/1281, 6-7=-1442/949, 7-8= 1442/949, 8-9-1 297/897, 9-10=-1314/751, 10-11= 12167738 BOT CHORD 2-17=-1131/2169, 5-15= 308/359, 14-15=-750/1549, 13-14=-549/1151, 9-13=-341/381 WEBS 15-17= 1095/2098, 3-15=-398/232, 10-13= 609/1195, 7-14=-269/242, 6-15=-585/941, 8-14=-320/673 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=35ft; eave=oft; Cat. 11; Exp B; Ercl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 1-5-0, Interior(1) 1-5-0 to 17-0-0, Exterior(2) 17-0-0 to 30-7-2, In rior(l) 30-7-2 to 34-8-4 zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 30 3) Provide adec uate drainage to prevent water ponding. 4) This truss h 13 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betwe n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 2 and 385 lb uplift at joint 11. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,201 i ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f 0/032015 BEFORE USE. Design valid or use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss syste building des[ Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. s gage, delivery, erection and bracing of trusses and truss systems, seeANS&VIi QUafByCi fedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satefy Inflom i offonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 9502 Poinciana Court / 056506 T15250719 75167 B5 Hip 1 1 Job Reference (optional) �-,namuers iiu- mu., rurtrieice,rL. -2-0-0 7-9-4 u.l ou s iviar I I zu] u IVll i eK Inau511reS, mc. i nu uci 4 u/:o4:au zul u rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-dc_W c2ciBOvOiptjcY? HlzEa?x3tb6kzc8j I RCyWsBt 15-0-0 19-0-0 23-8-0 28-0-0 34-10-0 7-2-12 4-0-0 4-8-0 4-4-0 6-10-0 Sx6 = 4x4 = 6.00 12 6 22 7 3x4 I I 3x4 21 5 823 3x6 i 3x4 i 4 3 20 2 14 12 25 26 13 4x8 = 16 155x8 = 3x8 — 11 3x4 = 6x8 = 3x4 II 3x4 11 24 10 6x8 = Scale =1:69.4 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.23 13-14 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.50 Vert(CT) -0.43 13-14 >968 240 BCLL 0. Rep Stress Incr YES WB 0.76 Horz(CT) 0.08 10 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.11 13-14 >999 240 Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 15,8-11: 2x4 SP No. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x4 SP No.3 WEBS 1 Row at midpt 14-16, 6-13, 6-14 REACTIONS. (lb/size) 2=1398/0-8-0, 10=1280/0-6-0 Max Horz 2=220(LC 11) Max Uplift 2=-472(LC 12), 10=-385(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-2363/1127, 3-5=-2007/1090, 5-6=-2025/1262, 6-7=-1151/808, 7-8= 1348/866, 8-9= 1311/743, 9-10=-1211/730 BOT CHORD 2-16=-1103/2172, 5-14_ 339/356, 13-14=-630/1345, 12-13=-558/1106, 8-12= 431/276 WEBS 14-16= 1057/2175, 3-14=-398/223, 6-13= 351/231, 7-13=-211/405, 9-12=-602/1191, 6-14=-604/1102 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft eave=4ft; Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 1-5-0, Interior(1) 1-5-0 to 19-0-0, Exterior(2) 19-0-0 to 23-8-0, Int rior(1) 28-7-2 to 34-8-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 3) Provide ade iate drainage to prevent water ponding. 4) This truss he been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This ts 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 bruss e the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 2 and 385 lb uplift at joint 10. Walter P. Finn PE No.22839 fAiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING - ferily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 11111-7473 rev. 10103,2015 BEFORE USE Design valid ft r use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system fore use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MOW Is always requ I ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSVW11 Cua111yCifferld, DSB-69 and SCSI BOdIng Component 6904 Parke East Blvd. Safety►nfonn Honovailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 Poinciana Court / 056506 T15250720 75167 B6 Hip 1 1 Job Reference o tionai Chambers Tru , Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek Industries, Inc. Thu Oct 4 0/:b4:31 2u18 rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-5pYugOd Nvh1 sJzSvAG W W IAmm8LQQKad6roTrzeyW sBs 21-8-0 -2-0-0 7d-5 14-2-3 , 21-0-0 21r4-0 28-1-4 , 34.10-0 , 2-0-0 7-4-5 6-9-13 69.13 4b 65-0 68-12 0-4-0 4x8 _ Scale=1:76.0 3x4 = 2x3 11 30 = 3x4 = 3x8 = 3x4 = 3x6 11 3x6 = 21-8-0 7-4i1 -5 14-2-3 21-0-0 21 28-1-4 34-10-0 r -5 69-13 69-13 0 65.4 68-12 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.11 12-13 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.41 Vert(CT) -0.22 12-13 >999 240 BCLL 0A Rep Stress incr YES W B 0.78 Horz(CT) 0.06 9 n/a n/a BCDL 10.10 Code FBC20171FP12014 Matrix -MS Wind(LL) 0.09 13 >999 240 LUMBER - TOP CHORD x4 SP M 30 BOT CHORD �x4 SP M 30 WEBS x4 SP No.3 c? ro v PLATES GRIP MT20 244/190 Weight: 211 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 1 Row at midpt 5-12, 7-12 REACTIONS. (lb/size) 2=1398/0-8-0, 9=1280/0-6-0 Max Harz 2=249(LC 11) Max Uplift 2=-472(LC 12), 9=-385(LC 12) FORCES. (lb} Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2376/1060, 3-5=-1827/910, 5-6=-1213/741, 6-7=-1214/766, 7-8=-11591620, 8-9=-1 221/688 BOT CHORD 2-15=-1044/2227, 13-15= 1044/2227, 12-13=-757/1695, 10-12=-455/981 WEBS 3-15=0/293, 3-13=-607/328, 5-13=-110/506, 5-12= 871/488, 7-10— 444/313, 8-10=-511/1130,6-12=-353/703 NOTES- 1) Unbalanced 2) Wind: ASC II; Exp B; En to 26-3-2 zo 3) This truss h 4) ' This truss II will fit betweE 5) Provide mec joint 9. tof live loads have been considered for this design. f-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35fh eave=4ft; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 1-5-0, Interior(1) 1-5-0 to 21-4-0, Exterior(2) 21-4-0 t;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1 the bottom chord and any other members, with BCDL = 10.Opsf. apical connection (by others) of truss to bearing plate capable of withstanding 472 lb uplift at joint 2 and 385 lb uplift at WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 WARNING e"'y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10/0"015 BEFORE USE Design valid f r use only wlth MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system building desl Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always reqL . prevent I ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANS&VIi QualityClMeda, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Intolm , Bonuvatlabie from Truss Plate institute• 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250721 75167 C Hip 1 1 Job Reference (optional) Chambers Trustt , Inc., Fort Nlerce, I-L 8.i6u s mar i T ZU1 is MI I eK mausines, Inc. I nu um + u/:o coe eu i o rage r ID:oPu2174eUpAns3fef2iEMozLbfw-Z?6G1 ke?g?9jx716kz11gOJyuijj321F4SCOW4yWsBr -L-.-Vi1, 2-0-0 11-1 B-1-6 7 6-14 4-11-12 4-11-12 7-6-14 - 8-1-6 2-0-0 Scale = 1:75.5 = 6.00 12 5x6 3x4 = 5x6 = 5 26 6 27 7 28 3x6 i 3x6 3x4 � 425 B 3x4 3 9 u� N CD 24 29 CO m 1114 17 16 15 30 31 14 13 12 3x6 I[ 4x6 = 3x10 = 3x10 = 4x6 = 3x6 I I 3x5 = x5 = 8-1-6 15-8-4 25-7-12 33-0-0 41-4-0 8-1-6 7-6-14 9.11-8 7--0 8-4-0 Plate Offsets Y -- 5:0-3-0 0-2-0 7:0-3-0 0-2-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.J Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.30 14-15 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.54 Vert(CT) -0.49 14-15 >819 240 BCLL 0. Rep Stress Incr YES WB 0.72 Horz(CT) 0.05 12 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.08 17-20 >999 240 Weight:221 lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc puriins. BOT CHORD 2X4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15, 6-14 REACTIONS. (lb/size) 2=129710-8-0, 12=1753/0-8-0, 10=232/0-8-0 Max Horz 2=248(LC11) Max Uplift 2= 455(LC 12), 12=-486(LC 12), 10=-159(LC 12) Max Grav 2=1297(LC 1), 12=1753(LC 1), 10=292(LC 22) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2126/1122, 3-5=-1458/880, 5-6=-1249/885, 6-7=-822/646, 7-9= 990/637, 9-10=-123/432 BOT CHORD 2-17=-832/1977, 15-17= 832/1977, 14-15=-345/1164, 12-14=-307/295, 10-12= 307/295 WEBS 3-17=0/316, 3-15=-729/493, 5-15= 112/374, 6-15=-107/335, 6-14= 620/373, 9-14=-501/1268, 9-12= 1563/917 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=41ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 2-0-13, Interior(1) 2-0-13 to 15-8-4, Exterior(2) 15-8-4 to 31 -14, Interior(1) 31-5-14 to 43-4-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 p to grip DOL=1.60 Ilge 3) Provide ade drainage to prevent water pending. 4) This truss h been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5) ' This truss s 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 betwe n the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2, 486 lb uplift at joint 12 and 59 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,201 E ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE, Design valid I r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. building desi Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NiiTek' Is always r prevent red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. s rage, delivery, erection and bracing of trusses and Truss systems, seeANSW11 CualdyCffoda, DSB-89 and BCSIBu!(ding Component 6904 Parke East Blvd. SatetytrNo tlonavattabte from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250722 75167 C1 Roof Special 1 1 Job Reference o tional Chambers Trill Inc., Fort Pierce, FL 8.13u s mar 11 2u1 B MI I eK inausuies, Inc. i nu uci 4 u/:b4:33 zui u rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-1 BgfF4fdRJHaZHclHhY_Nbs7j95joZJP16yy2WyWsBq IQ.A-d . 91-A-d .9A-7-19. 9A 4-1A 3A-0-0 36-10-12 41-4-0 2- 0 8-0-6 7-5-14 4-0-0 2-2-0 1-11-8 4-8-2 4-8-2 3-10-12 4-5-4 Scale=1:74.5 5x6 = 5x6 = 6.0012 5x6 = 5x6 = 7 8 27 5 3x4 9 3X6 G 3x6 26 10 3x4 - 3x4 II 4 11 3 c0 o> 28 25 CO 2 i2 m 1 v o O 18 17 16 29 30 15 14 31 32 13 1 3x51= 3x4 11 3x6 3x8 = 5x12 = 3x6 = 6x8 = 3x5 = 8-0-6 15-6-4 23-7-12 33-0-0 41-4-0 8-0-6 7-5-14 8-1-8 9-4-4 8-4-0 Plate Offsets o Y -- 5:0-3-0 0-2-0 7:0-3-0 0-2-0 8:0-3-0 0-2-0 12:0-2-8 Edgel, 13:0-3-8 0-3-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.(1Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.18 13-15 >999 ' 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.42 Vert(CT) -0.30 13-15 >999 240 BCLL 0. Rep Stress Incr YES WB 0.51 Horz(CT) 0.05 13 n/a n/a BCDL 10. Code FBC2017ITPI2014 Matrix -MS Wind(LL) 0.13 13-24 >747 240 Weight: 242lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc pudins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x4 SP No.3 WEBS 1 Row at midpt 3-16, 6-15, 9-13 REACTIONS. (lb/size) 2=1277/0-8-0, 13=1820/0-8-0, 12=74/0-8-0 Max Harz 2=268(LC 11) Max Uplift 2=-444(LC 12), 13=-543(LC 12), 12= 76(LC 23) Max Grav 2=1277(LC 1), 13=1826(LC 18), 12=170(LC 22) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2089/1026, 3-5=-1419/809, 5-6=-1211/816, 6-7=-875/641, 7-8= 819/636, 8-9= 944/645, 9-11 =-27/493,11-12= 216/516 BOT CHORD 2-18=-838/1958, 16-18=-838/1958, 15-16=-390/1190, 13-15=-125/508, 12-13=-363/290 WEBS 3-18=0/33213-16= 743/451, 5-16=-106/354, 6-16=-1 15/264,6-15= 806/546, 7-15=-222/322, 8-15=-136/275, 9-13=-1499/688, 11-13=-450/395, 9-15= 146/608 NOTES- 1) Unbalanced ioof live loads have been considered for this design. 2) Wind: ASC -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=41ft; eave=5ft; Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-0-13, Interior(1) 2-0-13 to 15-6-4, Exterior(2) 15-6-4 to 27 6, Interior(1) 27-9-6 to 41-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DC L=11.60 3) Provide ade( Liate drainage to prevent water ponding. 4) Thistrusshe been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss t is 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 betwei i the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift at joint 2, 543 lb uplift at joint 13 and lb uplift at joint 12. Walter P. Finn PE No.22839 MT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,201 E ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 1010312016 BEFORE USE Design valid r use only with 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 verlfy the applicability of design parameters and properly incorporate this design Into the overall building deal Is always reqL Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addifional temporary and permanent bracing red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTeW fabrication, st rage, delivery. erection and bracing of trusses and truss systems, seeANSUIPII QualityCiffaft DSO-69 and BCSI Meting Component 6904 Parke East Blvd. safety III] Nolpvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250723 75167 C2 Roof Special 1 1 Job Reference (optional) L,namoers i rugp, mc., Tort Tierce, rl_ ts.JJU s Mar i 1 LUl is MI I eK mausines, Inc. I nu uct 4 urb4:d4 zui is rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-VOE 1 SQfFCcPRARBUrO3DvpOl6ZPDXzGYXIhVazyW sBp Scale =1:74.9 5x6 = 7 6.00 F12 5x6 = 5x6 = 26 27 4 5 S 3x4 II 3x6 i 3x6 3x4 i 25 9 10 4 3 0 28 r` 24 , m 2 11 r? tiI 1 Iv I 17 16 15 29 14 30 13 12 0 3x4 11 3x8 = 3x6 = 3x8 = 3x6 = 6x8 = 3x5 = 3x5 = 7-0-6 13-6-4 22-8-0 33-0-0 — __ 41-4-0 7-0-6 6-5-14 9-1-12 10-4-0 8-4-0 Plate Offsets 0 M­ 5:0-3-0 0-2-0 ll:0-2-8 Ed a 12:0-3-8 0-3-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.27 12-14 >999 360 MT20 244/190 TCDL 7J Lumber DOL 1.25 BC 0.52 Vert(CT) -0.41 12-14 >959 240 BCLL 0. Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 12 Na n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 14-16 >999 240 Weight: 226lb FT=20% LUMBER- tX4 BRACING - TOP CHORD SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS x4 SP No.3 WEBS 1 Row at midpt 6-14, 8-12 REACTIONS. Ib/size) 2=1258/0-8-0, 12=1912/0-8-0 ax Harz 2=281(LC 11) ax Uplift 2=-440(LC 12), 12=-563(LC 12) Max Grav 2=1280(LC 17), 12=1947(LC 18) FORCES. (lb) Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2132/1023, 3-5=-1590/835, 5-6=-1381/829, 6-7=-968/637, 7-8=-998/619, 8-10=-141/584, 10-11=-350/649 BOT CHORD 2-17=-864/2034, 16-17= 864/2034, 14-16= 504/1458, 12-14=-119/591, 11-12=-492/425 WEBS 3-17=0/270, 3-16=-618/396, 5-16=152/431, 6-14=-881/605, 7-14— 306/590, 8-14=-162/555, 8-12= 1557/770, 10-12— 453/402 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-0-13, Interior(1) 2-0-13 to 13-6-4, Exterior(2) 13-6-4 to 26- -10, Interior(1) 26-9-10 to 41-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DC =1.60 3) Provide adec iate drainage to prevent water ponding. 4) This truss he: been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ft is 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 betwe( i the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 2 and 563 lb uplift at joint 12. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING- rerify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid t use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not � a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building desig i i. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requl ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSMI1 QualByClge/lo, DSB-89 and BCSI BuIldleg Component 6904 Parke East Blvd. Safety Intonni Bonavailable from Truss Plate Institute, 218 N. Lee Sheet, State 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250724 75167 C3 Roof Special 1 1 Job Reference (optional Lonamoers i rugs, mc., t-orr coerce, r-L. 6.00 F12 3x4 - 25 3 24 Cl) 2 -1 0 17 S = 3x4 11 0. IOU b Mill I I GU 10IVII I tln IIIUUJ IIC , IIIU. I IIU V YVe.Uv Fayc I D:oPu2174eUpAns3fef2i EMozLbfw-zanPfmgtzwXloamhP5aSSOxTsym9GREimPR36Py WsBo 11-6.4 15-6-4 22-8-0 27-10-0 33-0-0 41-4.0 5-5-14 4-0-0 7-1-12 5-2-0 5-2-0 8-4-0 Scale = 1:74.1 5x6 = 6 5x8 = 5x6 P7 28 3x4 = 7 4 3x6 ti 8 3x4 11 26 9 16 15 14 30 3x4 = 3x6 = 3x4 = 13 31 12 11 3x8 = 3x6 = 6x8 = 29 rb Plate Offsets x Y -- 4:0-6-0 0-2-8 10:0-2-8,Ed a 11:0-3-8 0-3-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud PLATES GRIP TOLL 20. Plate Grip DOL 1.25 TO 0.44 Vert(LL) -0.31 11-13 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.49 Vert(CT)-0.4811-13 >830 240 BOLL 0. Rep Stress Incr YES WB 0.61 Horz(CT) 0.06 11 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.08 14 >999 240 Weight: 230lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc puffins. BOT CHORD 2X4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13, 7-11 REACTIONS. (lb/size) 2=125810-8-0, 11=191210-8-0 Max Horz 2=281(LC 11) Max Uplift 2= 440(LC 12), 11=-563(LC 12) Max Grav 2=1264(LC 17), 11=1922(LC 18) FORCES. Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2146/1052, 3-4= 1680/896, 4-5=-1587/921, 5-6=-959/619, 6-7= 968/613, 7-9=-139/582, 9-10=-350/648 BOT CHORD 2-17=-902/2054, 16-17=-902/2054, 14-16_ 609/1597, 13-14=-650/1717, 11-13= 115/571, 10-11= 488/424 WEBS 3-16=-529/337, 4-16=-135/353, 4-14=-134/258, 5-13= 1047/660, 6-13=-254/507, 7-13=-171/551, 7-11=-1550f758, 9-11= 454/405 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--15ft; L=41ft; eave=5ft; Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-0-13, Interior(1) 2-0-13 to 11-6-4, Exterior(2) 11-6-4 to 26 -10, Interior(1) 26-9-10 to 41-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DC L=1.60 3) Provide adei uate drainage to prevent water ponding. 4) This truss h 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 betwe In the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 440 lb uplift at joint 2 and 563 lb uplift at joint 11. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE M11-7473 rev. 1010=015 BEFORE USE. Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss syste building design.Bracing Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {UiBTek" Is always req prevent i red for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s arage, delivery, erection and bracing of trusses and truss systems, seeANS 1plf AualtlyCrCeft DSB.89 and BCSI BuldUrg Component 6904 Parke East Blvd. Soletylnto Aonavallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250725 75167 C4 Roof Special 1 1 Job Reference o tional t,namuers I ru , Inc., rorr rierce, rL 3-1-8 9-7-8 13-7-8 18-1-6 3-1-8 6-6-0 4-0-0 4-5-14 3x5 i 524 5x6 = 5x12 = 6.00 12 3 23 4 = k=-2 1 1 17 16 15 14 3x I I US = 4x8 = 3x4 = 3x6 = 13-7-8 O. 1OV S IVIU1 1 1 GV I O IVII I CIS IIUUJli1CJ, Illy. I I IU — Y V I.—QU — I U r U1 I D:oPu2174eUpAns3fef2iEMozLbfw-RmLnt6hVkEf9QkLtzp5h? EUfjM5r?gmr?3AcfryW sBn 22-7-4 1 28-7-12 1 34-8-4 41-3-4 I 5x6 = 6 27 13 12 28 3x8 = 3x6 = 25 3x4 7 3x6 8 3x4 T\ 9 29 11 6x8 = K Scale=1:72.7 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.23 11-13 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.52 Vert(CT) -0.38 11-13 >999 240 BCLL 0. Rep Stress Incr YES WB 0.85 Horz(CT) 0.05 11 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 15 >999 240 1 Weight: 236lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc purlins, BOT CHORD x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 7-11 REACTIONS. (lb/size) 18=1135/0-7-4, 11=1908/0-8-0 Max Horz 18=240(LC11) Max Uplift 18=-337(LC 12), 11=-563(LC 12) Max Grav 18=1135(LC 1), 11=1939(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1106/577, 1-2=-1843/921, 2-3=-1828/936, 3-4=-1622/919, 4-5=-2153/1210, 5-6_ 971/645, 6-7=-1012/607, 7-9_ 276/700, 9-10= 285/538 BOT CHORD 16-17— 938/2105, 15-16=-755/2011, 13-15=-434/1392, 11-13=-93/501, 10-11= 406/344 WEBS 1-1 7=-1 049/2104, 2-17= 966/587, 2-16=-378/255, 3-16=-169/491, 4-16=-434/172, 4-15=-811/558, 5-15=-618/1176, 5-13=-877/588, 6-13= 317/630, 7-13=-177/613, 7-11= I677/890, 9-11=-359/322 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASC -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--15ft; L=41ft; eave=5fh Cat. II; Exp B; En I., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-8, Interior(1) 3-1-8 to 9-7-8, Exterior(2) 9-7-8 to 26-8-12, Inte or(1) 26-8-12 to 41-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 0 3) Provide adeq jate, drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss s 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 betwe the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 18 and 563 lb uplift at joint 11. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid f ruse only with MITek6 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desIC. i. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always recit i ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSMIi Cua/dyCrlteda, DSB-49 and SCSI BuUd/ng Component 6904 Parke East Blvd. Safety Inform 4fionovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56606 T15250726 75167 D Half Hip 1 1 Job Reference (optional) cnamoers i rus, mc., rori t-ierce, rL 0. I0V b Mal I I GV 101-1.1 11IUUJUICJ, II— I IIU — Y V/.UY.�/ <v IU ayc I ID:oPu2174eUpAns3fef2iEMozLbfw-wzv94Ri8VXnO1uv3WWdwXROr8mWakNk_ iw9BIyWsBm .2.0-0 6-10-8 , 12.6-0 6-10-8 4x8 = 3 3x4 II 12 13 4 Scale = 1:26.8 6.00 12 11 10 2 71 6 1 2x3 I I 5 3x4 = 3x4 = 6-10-8 12-6-0 6-10-8 5-7-8 Plate Offsets 0 LY)-- 3:0-5-4 0-2-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.05 6-9 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.24 Vert(CT) -0.10 6-9 >999 240 BCLL 0. Rep Stress Incr YES WB 0.39 Horz(CT) 0.01 5 n/a n/a BCDL 10. Code FBC2017lTP12014 Matrix -MS Wind(LL) 0.07 6-9 >999 240 Weight: 60lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=578/0-8-0, 5=448/0-6-0 Max Horz 2=183(LC 12) Max Uplift 2=-225(LC 12), 5=-143(LC 12) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-572/282 BOT CHORD 2-6=-349/445, 5-6=-349/451 WEBS 3-6=0/288, 3-5= 514/400 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Intedor(1) 0-11-3 to 6-10-8, Exterior(2) 6-10-8 to l l 7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adei Imate drainage to prevent water ponding. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss s 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 betwe the bottom chord and any other members. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 2 and 143 lb uplift at joint 5. Wabr P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1--7473 rev. 10/032015 BEFORE USE. Design valid lor use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss syste11"-flonavallable Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building deBracing is always red IndlcaTed Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTeW fabricatbnage, delivery. erection and bracing of trusses and truss systems, seeAtllS&711 QualityCrlledo, DSB-69 and 8CS1 BuMdIng Component 6904 Parke East Blvd. Satoty Info from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056506 T15250727 75167 D1 Half Hip 1 1 Job Reference (optional Chambers TruInc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Oct 4 07:54:38 2018 Page 1 1 D:oPu2174eUpAns3fe12i EMozLbfw-09TYInimGrvtf2U F4E894fZ1 MArbTtW 8SNfjjkyWsBl 2-0-0 4-8-8 8-10-8 _ 12-6-0 2-0-0 4-8-8 4-2-0 3-7-8 4x4 = 4 12 3x4 = Scale =1:29.0 3x5 i 3x4 II 8-10-8 12-6-0 8-10-8 3-7-8 Plate Offsets Y -- 2:0-2-10 0-1-8 LOADING (ps. SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.23 Vert(ILL) -0.10 7-10 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.31 Vert(CT) -0.21 7-10 >700 240 BCLL 0. , Rep Stress Incr YES WB 0.19 Horz(CT) 0.01 6 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.02 7-10 >999 240 Weight: 70lb 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 REACTIONS. (lb/size) 6=448/0-6-0, 2=57810-8-0 Max Harz 2=219(LC 12) Max Uplift 6=-155(LC 12), 2= 213(LC 12) FORCES. (lb - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-634/336, 3-4— 364/161, 4-5=-269/205, 5-6_ 445/361 BOT CHORD 2-7=-500/554 WEBS I3-7=-323/325, 5-7=-336/446 NOTES- 1) Unbalanced 2) Wind: ASC II; Exp B; En 8-10-8 to 12 3) Provide ade 4) This truss h 5) ' This truss will fit betwe 6) Provide me joint 2. Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. of live loads have been considered for this design. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--45ft; L=24ft; eave=4fh Cat. , GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 8-10-8, Exterior(2) 4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. tnical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 6 and 213 Ib uplift at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid r use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des] Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always regy fabriCallon, red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, bracing trusses truss 6904 Parke East Blvd. sf rage, erection and of and systems, seeANS&VII QuaiifyCtBetfq DSB-89 and BCS/ BuIrdbig Component Safety/nfotlr� Botravailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss . Truss Type City Ply 9502 Poinciana Court / Ci56506 T15250728 75167 D2 Half Hip 1 1 Job Reference o tional unamoers i ruj�, inc., rorr rreWe, rL a. 1 OU s rviar i i zU 10 rvn i eK rrwusuies, mc. i nu vcr w UI.ow.00 Gu r o ruya i I D:oPu2174eUpAns3fef2iEMozLbfw-09TYInimGrvtf2UF4E894fZwjAggTg48SNfjjky WsBI 2.0.0 5-8-8 10-10-8 12-6-0 2-0-0 5-8-8 5-2-0 1-7-8 4x4 = 3x4 11 Scale = 1:35.2 4 5 Plate Offsets Y -- 6:Ed a 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.09 7-8 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.37 Vert(CT) -0.18 7-8 >836 240 BCLL 0. Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 6 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.12 7-8 >999 240 Weight: 70lb FT=20%o LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=448/0-6-0, 2=578/0-8-0 Max Horz 2=255(LC 12) Max Uplift 6=-169(LC 12), 2=-199(LC 12) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-684/222 BOT CHORD 2-8— 434/578, 7-8=-434/578 WEBS 3-8= 31/293, 3-7=-605/446 NOTES- 1) Unbalanced 2) Wind: ASC II; Exp B; En 10-10-8 to 1q 3) Provide aded 4) This truss h 5) ' This truss Ir will fit betwe 6) Provide mec joint 2. Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. oof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 10-10-8, Exterior(2) -4-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 uate drainage to prevent water ponding. > been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. ianical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 6 and 199 lb uplift at Walter P. Finn PE No.22639 h97ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE 111II--7473 rev. 101012015 BEFORE USE Design valid f r use only with 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 the applicability of deslgn parameters and properly Incorporate this design Into the overall building desl Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always req ed for slatTity and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the tabrlcaflon. st rage, delivery, erection and bracing of trusses and truss systems, seeANS&711 Gaa1By CrBedd, DSO-89 and SCSI BuildUtg Component 6904 Parke East Blvd. Safety IntolmR/tonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job ITruss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250729 75167 D3 Monopitch 2 1 Job Reference (optional) cnambers I rugg, Inc., tort Tierce, 1-l- 13 t3.1JU s mar i l zuitt MI I ex mausines, Inc. I nu um 4 ui:o4:6v zults rage l I D:oPu2174eUpAns3fef2iEMozLbfw-sLi wV7j0091 kHC3SexfPcs6C?aBACFVHhl PGFAyWsBk 6-4-8 12.6-0 6-4-8 6-1-8 3 E 4 3x4 = 2x3 I 3x4 = 6-4-8 Scale = 1:36.3 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.04 5-8 >999 360 MT20 244/190 TCDL 7. , Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 5-8 >999 240 BCLL 0. Rep Stress Incr YES W B 0.53 Horz(CT) 0.01 4 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.05 5-8 >999 240 Weight: 62lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=457/0-8-0, 4=457/0-6-0 Max Horz 1=224(LC 12) Max Uplift 1=-79(LC 12), 4=-192(LC 12) Max Grav 1=457(LC 1), 4=467(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-640/156 BOT CHORD 1-5=-357/548, 4-5=-357/548 WEBS 2-5=0/287, 2-4=-613/400 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45111; L=24ft; eave=oft Cat. II; Exp B; En::]., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-4-4 zone;C-C for members an forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss I i as 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 betwee i the bottom chord and any other members. 4) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 1 and 192 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Ft. 33610 Date: October 4,2018 ® WARNING !Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010=015 BEFORE USE. Design valid f r use only with 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 verity the applicability of design parameters and properly Incorporate this design into the overall building desi . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req I ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CualtlyCtBeda, DSB-a9 and RCS/ Bugdlrlg Component 6904 Parke East Blvd. Satetylntorm flarpvallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 Poinciana Court / Q56506 T15250730 75167 E Common 1 1 Job Reference (optional) Chambers T 0-1 Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Oct 4 07:54:40 2018 Page 1 I D:oPu2174eUpAns3fef2iEMozLbfw-KYbljTkOnS9buMeeCfAe94eNzzZAxpuRvhSgocyW sBj 2-0-0 4.6-0 9-0-0 11-0-0 2-0-0 4-6-0 4-6-0 2-0-0 4x4 = LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.1 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 6-9 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.11 Vert(CT) -0.02 6-9 >999 240 BCLL 0. Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCDL 10. Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.01 6-12 >999 240 LUMBER - TOP CHORD ��x4 SP M 30 BOT CHORD x4 SP M 30 WEBS x4 SP No.3 REACTIONS. �(Ibtsize) 2=445/0-8-0, 4=445/0-8-0 Max Horz 2=-82(LC 10) Max Uplift 2=-196(LC 12), 4— 196(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11 2-3=400/214, 3-4= 400/214 BOT CHORD 2-6=-31/320, 4-6=-31/320 NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp B; Er to 7-6-0 zon 3) This truss hi 4) ' This truss will fit betwe 5) Provide me( joint 4. Scale = 1:24.4 PLATES GRIP MT20 244/190 Weight: 38 Ib FT = 20 BRACING - TOP CHORD Structural wood, sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. oof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=4fh Cat. :I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-6-0, Extedor(2) 4-6-0 ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide n the bottom chord and any other members. ianical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 2 and 196 lb uplift at WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid r use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not �� a truss syste Before use, the building designer must verity the applicability of design parameters and property Incorporate This design Into the overall building desi n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reci red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, xage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CaallfyCdledo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety /nforlgpHonovailabte from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 Poinciana Court / Q56506 T15250731 75167 E1 Common 2 1 Job Reference (optional) L,namoers i ruj�, mc., ron Tierce, r-L a.tsu 5 Mar I I zu r a rvu i eK muubuieb, Inc. i nu vct 4 vl:z)'r:'ru Zu I r3 rage r ID:oPu2174eUpAns3fef2i EMozLbfw-KYbljTkOnS9buMeeCfAe94eNzzT4xgVRvhBgocyW sBj 2.0-0 4.6.0 7-8-0 9-64 2-0-0 4-6-0 3-2-0 1-10.4 III 4-6-0 44 = 3 LOADING (PSI SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20. Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.16 7-10 >574 360 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.35 7-10 >260 240 BCLL 0. Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 2 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.13 7-10 >715 240 LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=391/0-8-0, 6=385/0-8-0 Max Harz 2=73(LC 11) Max Uplift 2=-185(LC 12), 6= 172(LC 12) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD �_4-6=-225/434 NOTES- 1) Unbalanced 2) Wind: ASCE 11; Exp B; Er to 7-6-4 zon 3) This truss hi 4) ' This truss will fit betwe 5) Provide me( joint 6. Scale = 1:21.9 PLATES GRIP MT20 244/190 Weight: 35 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. )of live loads have been considered for this design. r-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; Lr24ft; eave=4ft; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-6-0, Exterior(2) 4-6-0 C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1 the bottom chord and any other members. anical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 2 and 172 lb uplift at Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: October 4,2018 ® WARNING - Aefify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE Design valid f r use only with 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 the applicability of design parameters and properly Incorporate this design Into the overall building desl� . Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 s always req ed for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANS&?PN Qua/ByCdfeda, DSO-89 and BCSI Bul/ding Component 6904 Parke East Blvd. Safety Inform iioflavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250732 75167 F Common 2 1 Job Reference (optional) L;namoers I rugs, mc., r-on coerce, t-L a. IOUs 1V1a1 I I GU 10 IVII I UK II IUU'U1Vb, a 1U. IU vcr 4waY.r1 cv 10 —IJa 1 I D:oPu2174eUpAns3fef2iEMozLbfw-ok9gwpleYmHSW VDglMhtiHBX6NssfGOa8LuNK3yW sBi 14-0-0 16-0-0 4x4 = 3 Scale = 1:29.3 6.00 12 14 15 16 13 4 2 cn Io 6 5 1 2x3 11 3x4 = 3x4 = 7-0-0 14-0-0 7-0-0 7-0-0 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.05 6-12 >999 360 MT20 244/190 TCDL 7. 1 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.10 6-12 >999 240 BCLL 0. Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.06 6-12 >999 240 Weight: 56lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS x4 SP No.3 REACTIONS. (Ib/size) 2=630/0-8-0, 4=630/0-8-0 Max Harz 2=113(LC 11) Max Uplift 2= 251(LC 12), 4= 251(LC 12) FORCES. (lb Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 702/341, 3-4= 702/341 BOT CHORD 2-6=-128/560, 4-6=-128/560 WEBS 3-6=0/319 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0 zo e;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss h" been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss lias 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 betwei, IT the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at joint 2 and 251 lb uplift at joint 4. Walter P. Finn PE No.22839 fdTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: October 4,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0"015 BEFORE USE. Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Indlvldual building component, not �� a truss syste building design. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always rectIi prevent red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, DSB-09 and BCSI BuOding Component rRonovailabte 231 Blvd. afety fnlnom� from Truss Plate Instiitute, 218 N. Lee Street. Su to 31 Al�a�a, VA 4. Tampa, FL 3361 o Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056506 T15250733 75167 F1 Common 1 1 Job Reference o tional LhamDers I rugs, Inc., Fort Pierce, rL 6.00 12 13 12 45 = 2 0.1.SU S IVlar I 1 LU 10 IVII I eR IHUUbUlUb, H1U. I IIU UUL ' U/:a'4:' 4 GU to r 9V , I D:oPu2174eUpAns3fef2i EMozLbfw-Gwj279mGJ4PJ8fol J4C6EVkiOnCzOjdkN?dwsvyWsBh 14-0.0 16-0-0 7-0-0 2-0-0 14 Scale = 1:28.0 15 1 3 0 5 4 24 II 3x4 = 3x4 = 7-0-0 14-0-0 I 7-0-0 7-0-0 Plate Offsets 1:0-2-0Ede 3:0-2-0 Ed e LOADING (psi' SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.07 5-8 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.29 Vert(CT) -0.13 5-8 >999 240 BCLL 0. , Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 3 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 5-8 >999 240 Weight: 53lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=510/0-8-0, 3=638/0-8-0 Max Horz 1=-108(LC 10) Max Uplift 1=-144(LC 12), 3= 260(LC 12) FORCES. (lb - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-723/407, 2-3— 727/388 BOT CHORD 1-5=-199/582, 3-5=-199/582 WEBS 2-5=-33/323 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45111; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-0-0, Exterior(2) 7-0-0 to 10-0-0 zone C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) . This truss li as 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 betwe n the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1441b uplift at joint 1 and 260 lb uplift at joint 3. Walter P. Finn PE No.22839 W rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valld oruse only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not atrusssysterr building dell Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always rect n. prevent red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and truss systems, seeANSMII QualIfyCdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nfo 8onavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T75250734 75167 F2 Common 3 1 Job Reference (optional) i,namuer5 I ru Inc., -2-0-0 2-0-0 run rlerce, rL 0. IOU 5 rV1dl I I CV 10 IV11 I en 11 WU,II le,, II IG. 11r0 - Y 0/ A9 L 10 rage i I D:oPu2174eUpAns3fef2i EMozLbfw-k7GRLVmu4NX9mpN DtnkLniGtZBYZ7AytcfN UOxyW sBg 7.0-0 1 13-8-4 , 4x5 = 7 Scale = 1:26.4 6,00 12 14 13 15 12 4 2 IT 5 1 2x3 II 3x4 = 3x4 = 7-0-0 13-8-4 7-0-0 6-8-4 Plate Offsets 0Y - 4:0-0-0 0-0-9 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.05 5-11 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.26 Vert(CT) -0.10 5-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.05 5-8 >999 240 Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 64 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS x4 SP No.3 REACTIONS. tb/size) 4=498/Mechanical, 2=626/0-8-0 ax Harz 2=106(LC 11) Max Uplift 4=-141(LC 12), 2=-257(LC 12) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 692/373, 3-4=-693/395 BOT CHORD 2-5=-233/551, 4-5— 233/551 WEBS 3-5=-23/309 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Ent I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 7-0-0, Extedor(2) 7-0-0 to 10-0-0 zo ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss s 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 betwe the bottom chord and any other members. 5) Refer to gird r(s) for truss to truss connections. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 4 and 257 lb uplift at joint 2. Wafter P. Finn PE No.22839 thTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNING- Iferify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 1010312016 BEFORE USE- Design valid f r use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl . Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always req ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSUIP11 Qua/ByC1Beda DS949 and BCSI Building Component 6904 Parke East Blvd. Safety Inform Nonavallabie from Truss Plate Institute- 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 9502 Poinciana Court / Q56506 T15250735 75167 F3 Monopitch 1 1 Job Reference (optional) L,namoers i ruq§, mc., ron rierce, rL 7.4-0 6.00 12 11 0 a.rsV s Mar I I zVi is 1vu 1 eK utuustnes, 1rtc. 1 nu Ucr 4 V /:D'i:I+o eV 16 rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-k7GRLVmu4NX9mpNDtnkLniGsbBYM73HtcfN UOxyW sBg 13-8-4 4x8 = 3 6 2x3 11 12 Scale = 1:27.1 3x4 11 13 4 5 3x4 = 7-4-0 6-4-4 Plate Offsets Y -- 3:0-5-4 0-2-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.06 6-9 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.28 Vert(CT) -0.13 6-9 >999 240 BCLL 0. Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 5 n/a n/a BCDL 10. Code FBC2017lfP12014 Matrix -MS Wind(LL) 0.07 6-9 >999 240 Weight: 66lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD x4 SP M 30 except end verticals. WEBS �x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=621/0-8-0, 5=493/Mechanical Max Horz 2=191(LC 12) Max Uplift 2=-236(LC 12), 5=-157(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-646/292 BOT CHORD 2-6_ 355/506, 5-6= 355/513 WEBS 3-6=0/315, 3-5=-572/396 NOTES- 1) Unbalanced toof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 7-4-0, Exterior(2) 7-4-0 to 10-4-0 zo ;C-C for members and forces 1£ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss hes been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ITS been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe the bottom chord and any other members. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 2 and 157 lb uplift at joint 5. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33616 Date: October 4,2018 0 WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid lor use only with 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 the applicability of design parameters and properly incorporate this design Into the overall building cleslqi. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTew Is always reqq red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, Leda, DSO-09 and SCSI BuOd/ny Component Blvd. Safety /n",itionavallabte from Truss Plate Institute. 2 8 N. Lee Street. Sidle 312 Alexandria. VA 22314. Tampa, FL 3361 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250736 75167 F4 Half Hip 1 1 Job Reference (optional) Chambers Tru , Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Oct 4 07:54:44 2018 Page 1 I D:oPu2174eUpAns3fef2iEMozLbfw-CJgpYrnXrhfONzyPRUFaJwp2PbtPsb4ogJ61 xOy W s8f 2.0-0 4-11-10 9-4-0 13-8-4 2-0-0 4-11-10 4-4-6 4-4-4 4x4 = 3x4 = Scale = 1:30.4 12 13 9-4-0 13-8-4 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20. Plate Grip DOL 1.25 TO 0.26 Vert(LL) -0.13 7-10 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.35 Vert(CT) -0.26 7-10 >620 240 BCLL 0. Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 6 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.02 7-10 >999 240 LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=493/Mechanical, 2=621/0-8-0 Max Harz 2=227(LC 12) Max Uplift 6= 169(LC 12), 2=-225(LC 12) FORCES. (lb - Max. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown. TOP CHORD 2-3= 713/373, 3-4= 430/195, 4-5=-326/237, 5-6=-480/376 BOT CHORD 2-7=-538/621 WEBS I3-7=-339/333, 5-7=-354/491 NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp B; Er to 13-6-8 zo 3) Provide ade 4) This truss h 5) ' This truss will fit betwe 6) Refer togirc 7) Provide me( joint 2. PLATES GRIP MT20 244/190 Weight: 75 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. tof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 9-4-0, Exterior(2) 9-4-0 :;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 late drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1 the bottom chord and any other members. ,(s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 6 and 225 lb uplift at Walter P. Finn PE No.22839 PAiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE - Design valid or use only with MITek9 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not atrusssysterr building design.Bracing Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always req prevent red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the age,delivery,and truss systems, dleda, DSO-89 and SCSI etlUd/Itg Component of �N.. 6904 Parke East Blvd. SafaN lnfomt!rf Lee Street, Suite 312 Alees ano from Truss Plate Instiitute, 218xandria. VAu 2Bty 4 Tampa, FL 3361 Job Truss Truss Type city Ply 9502 Poinciana Court / 056506 T15250737 75167 F5 Half Hip 1 1 Job Reference (optional) vuanweia r i uj�, mu., rut r rieu:e, rL 6. 16U 5 Mar r r eu 16 IVII I eK mou51TIe5, Inc. I nu uct 4 U/aJ4:40 Zults rage I I D:oPu2174eUpAns3fef2i EMozLbfw-hVOBmAo9c?nt?7Xc_Cmps7M Ei_D3bO5A3zsaTgyW sBe -2-0-0 5.11-4 11-4-0 13-8-4 2-0.0 5-11-4 5-4-12 2-4-4 5x6 = 3x4 I I Scale = 1:35.7 4 13 5 6-11-10 6-8-10 Plate Offsets Y -- 4:0-3-0 0-2-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TO 0.23 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 6-7 >999 240 BCLL 0. Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 6 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.03 7-10 >999 240 Weight: 78lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD RX4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=621/0-8-0, 6=493/Mechanical Max Horz 2=264(LC 12) Max Uplift 2= 211(LC 12), 6=-183(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-725/244, 3-4=-631/302 BOT CHORD 2-7=-457/613 WEBS 3-7= 314/323, 4-7= 330/572, 4-6=-429/409 NOTES- 1) Unbalanced 2) Wind: ASC II; Exp B; En 11-4-0 to 13 3) Provide ade(t� 4) This truss h 5) ' This truss will fit betwe 6) Refer to gird 7) Provide mec joint 6. ,of live loads have been considered for this design. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-4-0, Exterior(2) -8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. (s) for truss to truss connections. rnicai connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2 and 183 lb uplift at Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1--7473 rev. 10/03I2015 BEFORE USE. Design valid f r use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building desl . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reciLfed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIi Qualify CrBedr: DSB-89 and BCSI Bugd/ng Component 6904 Parke East Blvd. Safety/nfonnpNon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250738 75167 F6 Monopitch 1 1 Job Reference (optional) L,namoers i ru]s, mc., r-orr Tierce, r-L o. ioc s rvrar I I eV 10 IVII I tlR IrrUUb Lur b, IIIG. 1 I IU VW Y V r.0—D GV 10 rays , I D:oPu2174eUpAns3fef2i EMozLbfw-hVOBmAo9c?nt?7Xc_Cmps7MDr_D?bxaA3zsaTgyWsBe -2-0-0 6-11-4 13-4-0 1$-8r4 2-0-0 6-11-4 6-4-12 -4-4 3x4 i 6.00 12 5 13-8-4 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20. Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.04 6-7 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.26 Vert(CT) -0.08 7-10 >999 240 BCLL 0. Rep Stress Incr YES WB 0.68 Horz(CT) 0.01 6 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix -MS Wind(LL) -0.03 7-10 >999 240 LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD BOT CHORD x4 SP M 30 WEBS x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=621/0-8-0, 6=493/Mechanical Max Horz 2=303(LC 12) Max Uplift 2=-193(LC 12), 6=-201(LC 12) Max Grav 2=621(LC 1), 6=504(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 701/113 BOT CHORD 2-7=-365/585, 6-7=-365/585 WEBS 3-7=0/312, 3-6=-650/403 NOTES- 1) Wind: ASC II; Exp B; En members an 2) This truss h 3) ` This truss will fit betweg 4) Refer to gird( 5) Provide mecl joint 6. PLATES GRIP MT20 244/190 Scale = 1:39.5 Weight: 72 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. '-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-6-8 zone;C-C for forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 i the bottom chord and any other members. (s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 2 and 201 lb uplift at Walter P. Finn PE No.22839 tdiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE 1,91-7473 rev. f0/03/2015 BEFORE USE. Design valid t r use only with 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 verity the applicability of design parameters and property incorporate this design Into the overall building desi Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always req I ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CuaiByCrBeda, DSO-69 and BCS1 Bufld/ng Component 6904 Parke East Blvd. Safetyh7fom affenavaitable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 Poinciana Court / Q56506 T15250739 75167 F7 Monopitch 3 1 Job Reference o tional Chambers Tru� , Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. I nu Uct 4 U/:b4:4b ZU1 b rage i I D:oPu2174eUpAns3fef2i EMozLbfw-9hyZzW pnN IwkdH6oYvH2PLuNuOZEKOFJldbB?GyW sBd 2-0-0 7-1-4 13-8-4 2-0-0 7-1-4 6-7-0 6.00 FIT 3 LOADING (pst SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL 20. Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.04 7-10 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.26 Vert(CT) -0.10 7-10 >999 240 BCLL 0. Rep Stress Incr YES WB 0.66 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.04 7-10 >999 240 LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS Rx4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=621/0-8-0, 6=493/Mechanical Max Horz 2=303(LC 12) Max Uplift 2= 193(LC 12), 6=-201(LC 12) Max Grav 2=621(LC 1), 6=504(LC 17) FORCES. (Ib Ma)L Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-689/108 BOT CHORD 2-7= 357/572, 6-7— 357/572 WEBS 3-7=0/313, 3-6=-644/399 Scale=1:39.8 PLATES GRIP MT20 244/190 Weight: 72lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft Cat. II; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-6-8 zone;C-C for members anq forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h# been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss 11 Os 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 betwei n the bottom chord and any other members. 4) Refer to gird r(s) for truss to truss connections. 5) Provide meA, anical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 2 and 201 lb uplift at joint 6. Walter P. Finn PE No22839 fATek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 © WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/0"015 BEFORE USE Design valid I or use only with MITek® connectors. Us design is based only upon parameters shown, and Is for on Individual building component not a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslq ri. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always reqq red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stt rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CualltyClBedd, DS849 and BCSI BuBding Component 6904 Parke East Blvd. Safety/nto Bon3vallable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250740' 75167 F8 Monopitch 4 1 Job Reference (optional) L,namoers I ruj�, mc., MR rleMe, r-L O. I OV J IVidl I I cV 10 IVH I UN 111U-11—, 11— 1 I IV — Y V--/ LV 10 —G )U 1 ID:oPu2174eUpAns3fef2iEMozLbfw-duWxBspP8c2bEOg_6doHxYRSTopd3w7TW HLhXjyWsBc -22--00--00 2288-5-5-8 7-0-0 4.0 -0 2-9-8 4 32-41-6-8 - LOADING (pE TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (fib TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASC II; Exp B; En members an 2) This truss h 3) ' This truss will fit betwe 4) Refer to gird 5) Provide mec joint 2. SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.66 Lumber DOL 1.25 BC 0.70 ' Rep Stress Incr YES WB 0.36 Code FBC2017/TP12014 Matrix -MS x4 SP M 31 "Except* -7: 2x4 SP M 30 x4 SP M 30 "Except' -12: 2x4 SP M 31, 3-12: 2x6 SP No.2, 6-9: 2x4 SP No.3 x4 SP No.3 b/size) 8=493/Mechanical, 2=629/0-8-0 lax Horz 2=305(LC 12) lax Uplift 8=-200(LC 12), 2= 196(LC 12) lax Grav 8=504(LC 17), 2=629(LC 1) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7-8=-465/357, 3-14=-330/0, 3-4=-890/262, 4-6=-275/25 3-11=-499/815, 10-11=-501/817 4-10=-727/425, 7-10= 371/528, 4-11=54/305 11-4-0 DEFL. in (loc) I/deft Ud Vert(LL) -0.25 3-11 >657 360 Vert(CT) -0.49 3-11 >335 240 Horz(CT) 0.28 8 n/a n/a Wind(LL) 0.27 3-11 >596 240 Scale = 1:40.5 tI? PLATES GRIP MT20 244/190 Weight: 89 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. '-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft L=24ft; eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-1-11 to 0-10-5, Interior(1) 0-10-5 to 13-6-8 zone;C-C for forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,s 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 I the bottom chord and any other members. (s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 8 and 196 lb uplift at Walter P. Finn PE No22839 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING. VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I/-7473 rev. 10103/2015 BEFORE USE. Design valid I. r use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always reqL fired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf rage, delivery, erection and bracing of trusses and truss systems. seeANS&VII QualityCrfferkr, DSB-89 and BCS1 Bugding Component 6904 Parke East Blvd. Safetylnforat„ Bonavallabte from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 9502 Poinciana Court / Q56506 T15250741 75167 F9 Half Hip 1 1 Job Reference (optional) r;namoers I ruj�, Inc., i-on Fierce, hL a.1 su s mar i i zu1 is mi i eK maustrles, inc. I nu uct 4 ut:b4:4u Zul u rage i I D:oPu2174eUpAns3fef2i EMozLbfw-544KOCgivwASsaFAgKJ W Um_ Z5C8JoN5clx4F49yWsBb -2-0-0 2-8-0 7-0-0 1 1-4-0 11 -108 13-8-4 2-0-0 2-8-0 4-4-0 4-4-0 -6- 1-9-12 3 3x4 11 Scale=1:37.8 3x4 11 5 6 18 7 JRJ - •••••• --.. •. '1x6 I 11-4-0 I9 Plate Offsets Y - 2:0-2-8 Ede 3:0-1-0 0-2-12 10:0-2-12 0-1-4 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.27 3-11 >605 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.74 Vert(CT) -0.52 3-11 >310 240 BCLL 0. Rep Stress Incr YES WB 0.38 Horz(CT) 0.31 8 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.31 3-11 >516 240 Weight: 88lb FT=20%o LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, BOT CHORD 2x4 SP M 30'Except* except end verticals. 12: 2x6 SP No.2, 5-9: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=493/Mechanical, 2=624/0-8-0 Max Harz 2=274(LC 12) Max Uplift 8= 187(LC 12), 2=-206(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-14=-335/013-4=-903/384, 4-5=-263/79 BOT CHORD 3-11=-590/823, 10-11=-592/826, 5-10=-228/423 WEBS 4-10= 764/522, 6-8=-537/445, 4-11= 65/313 NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp B; Er 11-10-8 to 1 3) Provide ade 4) This truss hI 5) ' This truss will fit betwe 6) Refer to gird 7) Provide me( joint 2. of live loads have been considered for this design. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft eave=4ft; Cat. , GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-10-8, Extehor(2) 3-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. (s) for truss to truss connections. mical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 8 and 206 lb uplift at Walter P. Finn PE No12839 Mi fek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M17EKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE Design valid f r use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, noY � a truss system Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building desi Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing g� IYIIiTeW Is always reqL ied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sic rage, delivery, erection and bracing of trusses and truss systems, seeANSW[I QualityCrBeda, DSB-89 and SCSI Bugdtrirg Component 6904 Parke East Blvd. Safety Informp8onavallable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056506 T15250742 75167 FA Half Hip 1 1 Job Reference (optional) r-.namoers r ruj�, mc., rorr rrerce, ru 0-1 ac s rwar i i za 10 iwr r erc rrrausmes, mc. i nu vcr '1 V /:D4:V0 eU 10 raye i ID:oPu2174eUpAns3fef2iEMozLbfw-544KOCglvwASsaFAgKJW Um_Z5C8AoOFclx4F49yWsBb -2-0-0 2-8-0 7-0.0 9-10-8 11-4-0 13-8-4 2-0-0 2-8-0 4-4-0 2-10-8 1-5-8 2-4-4 3 Sx6 = 3x4 11 3x4 = Scale:3/8°=l' 5 18 6 19 7 I9 Plate Offsets Y -- 2:0-2-8 Ed a 3:0-1-0 0-2-12 5:0-3-0 0-2-0 10:0-2-8 0-2-0 LOADING (ps SPACING- 2-0-0 CSL DEFL. in (loc) I/clef] Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.27 3-11 >600 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.75 Vert(CT) -0.53 3-11 >308 240 BCLL 0. i Rep Stress Incr YES WB 0.31 Horz(CT) 0.30 8 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.34 3-11 >483 240 Weight: 881b FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 `Except` 12: 2x6 SP No.2, 6-9: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=493/Mechanical, 2=624/0-8-0 Max Horz 2=237(LC 12) Max Uplift 8= 172(LC 12), 2= 221(LC 12) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-14=-335/0, 3-4=-888/476, 4-5=-960/675, 7-8=-458/371 BOT CHORD 3-11=-621/797, 10-11— 268/326 WEBS 5-10=-301/273, 7-10=-356/458, 4-11=-419/421, 5-11=-607/820 NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp B; Er 9-10-8 to 13 3) Provide ade 4) This truss hi 5) ` This truss will fit betwe 6) Refer to girc 7) Provide me( joint 2. Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-1-1 oc bracing: 3-11. oof live loads have been considered for this design. 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4fh Cat. :I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 9-10-8, Extedor(2) 3-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 uate drainage to prevent water ponding. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 n the bottom chord and any other members. lr(s) for truss to truss connections. Sanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 8 and 221 lb uplift at Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE M1I-7473 rev. 1010312015 BEFORE USE Design valid r use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a truss syste Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desil p. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always reg4 red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. st rage, delivery, erection and bracing of trusses and truss systems, seeANSWIl GualilyCrBeda, DSB-89 and SCSI Bufidfng Component 6904 Parke East Blvd. Safety lnfo Ronavallable, from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandila, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T16250743 75167 FB Half Hip 1 1 Job Reference (optional) [;namoers i ru�s, Inc., t-on Fierce, l-L 2-0-0 2.0-0 6.00 F12 10 2 1 3x4 = iil tmuu s mar 11 2U1 S MI I eK InoustfleS, Inc. I nu uct 4 Vl:b4:49 2U113 rage 1 I D:oPu2174eUpAns3fef2i EMozLbfw-ZGeibYrfg DIJUkq ND2gI0zW tncblXn9m_bgocbyWsBa 7-10-8 13-10-0 7-10-8 5-11-8 Scale=1:29.8 4x8 = 3x4 11 3 12 13 14 4 6 2x3 11 13-10-0 9112 3x4 = Plate Offsets Y -- 3:0-5-4 0-2-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.1 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.08 6-9 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.30 Vert(CT) -0.18 6-9 >909 240 BCLL 0. Rep Stress Incr YES WB 0.52 Horz(CT) 0.01 5 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.11 6-9 >999 240 Weight: 67lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=626/0-8-0, 5=498/0-6-0 Max Harz 2=201(LC 12) Max Uplift 2=-235(LC 12), 5— 162(LC 12) FORCES. (lb - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-626/284 BOT CHORD 2-6=-360/482, 5-6= 360/489 WEBS 3-6=0/325, 3-5=-575/425 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B--45ft; L=24ft; eave--fft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 7-10-8, Exterior(2) 7-10-8 to 12 -7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adec uate drainage to prevent water ponding. 4) This truss ha3 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss as 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 betwe n the bottom chord and any other members. 6) Provide mec I anical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2 and 162 lb uplift at joint 5. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,201 i ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/012015 BEFORE USE Design valid r use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss syste Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building des] Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivaiTe k° Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSMI1 QualityClHede DSB-89 and SCSI BuOdfng Component 6904 Parke East BNd. safety lnfo Honavollable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250744 75167 GEA Common Supported Gable 1 1 Job Reference (optional) cnamoers i ru , 1nc., Tort rrerce, rL -2-0-0 2-0-0 6 25 6.00 12 5 4 3 24 Pi i 23 22 21 20 I D:oPu2174eU pAns3fef2iEM ozLbfw-1 TB4pusHRXQA5uPZnIM_ZB340?_zGLDvDFZL81yWs BZ 23-4-0 25-4-0 _ 11-8-0 Scale = 1:44.2 4x4 = 7 8 26 10 19 18 17 16 15 14 3x6 = 11 L27 12 Iv 13 0 3x4 = LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 13 n/r 120 MT20 244/190 TCDL 7., Lumber DOL 1.25 BC 0.08 Vert(CT) -0.03 13 n/r 90 BCLL 0. , Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 12 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-S Weight: 126lb FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-4-0 (lb) - Max Horz 2= 172(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 23, 17, 16, 15, 14 except 2=-164(LC 12), 12=-164(LC 12) Max Grav All reactions 250 lb or less at joint(s) 18, 20, 21, 22, 23, 17, 16, 15, 14 except 2=270(LC 1), 12=270(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7= 103/313, 7-8=-103/322, 8-9_ 77/253 NOTES- 1) Unbalanced oof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--15ft; L=24ft; eave=2ft; Cat. 11; Exp B; EnN., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-2-0-13 to 0-11-3, Exterior(2) 0-11-3 to 11-8-0, Comer(3) 11-8-0 to 14-8-0 zo e;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designi d for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End D atalls as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs paced at 2-0-0 oc. 7) This truss hffbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss as 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 betwe n the bottom chord and any other members. 9) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 23, 17, 16, 15, 14 a ept Qt=lb) 2=164, 12=164. 10) Beveled pli a or shim required to provide full bearing surface with truss chord at joint(s) 2, 12. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0302016 BEFORE USE Design valid or use only wilh MITeM connectors. This design Is based only upon parameters shown, and Is for an IndlNdual building component not � atfusssysterr Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always req red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. s rage, delivery, erection and bracing of trusses and truss systems, seeANSNIPII Qualify Ciffia , DSB-89 and BCSI BugdhV Component 6904 Parke East Blvd. Sa/etv/nfonnaf anovailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250745 75167 GEE Common Supported Gable 1 1 Job Reference (optional) Chambers i I Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Oct 4 07:54:51 2018 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-VfISOEswCrYlj2_I LTtD6ocDbPJd?oY2RvJvhUyW s BY -2-0-0 4-6-0 9-0.0 11-0.0 2-0-0 4-6-0 4-6-0 2-0-0 4x4 = LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20. Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 7 n1r 120 TCDL 7. Lumber DOL 1.25 BC 0.12 Vert(CT) -0.03 7 n/r 90 BCLL 0. Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 n/a n/a BCDL 10. Code FBC2017/fP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS ��2x4 SP No.3 Scale = 1:24.4 I� 0 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. J All bearings 9-0-0. (lb) - ixGrav x Horz 2= 82(LC 10) x Uplift All uplift 100 lb or less at joint(s) 9, 10, 8 except 2— 193(LC 12), 6=-193(LC 12) All reactions 250 lb or less at joints) 9, 10, 8 except 2=251(LC 1), 6=251(LC 1) FORCES. (lb j - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-137/259, 5-8=-137/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B--15ft; L=24ft; eave=2111; Cat. II; Exp B; ErV., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-2-0-13 to 0-11-3, Exterior(2) 0-11-3 to 4-6-0, Corner(3) 4-6-0 to 7-6-0 zone; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss desig ed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End etails as applicable, or consult qualified building designer as per ANSIfTPI 1. 4) Gable requi s continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss h 3s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss as 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 betwe n the bottom chord and any other members. 8) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10, 8 except Qt=lb) 2=19 6=193. 9) Beveled pla{4 or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING I Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIP7473 rev. f0/03/2015 BEFORE USE Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des i In. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek" Is always rec i dred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, i Safety /ntom orage, delivery, erection and bracing of trusses and truss systems, seeANSVIVIT GuaIByCISeda DSB 89 and SCSI Buad/ng Component atlonavallabie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250746 75167 GEF Common Supported Gable 1 1 Job Reference o tional cnam0ers I ru mc., roR Fierce, FL. 0 7-0-0 2 -0 7-0-0 4 6.00 12 16 3 15 2 i 3x4 = 14 13 4x4 = 5 0. IOU , IYId1 I I ZU 10 IVII I UK II W UJII IeS, It IU. I I IU UUL Y UI:U9:OC dU 10 rage I rAns3fef2i EMozLbfw-zrJgEatYz8guLCZyvAOSec8P7pfDkFgCgZ2SDwyW sBX 14-0-0 16-0-0 7-0-0 2-0-0 Scale=1:29.3 6 17 7 18 i 8 m Io 9 11 10 3.4 = LOADING (psf SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.02 9 n/r 120 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.10 Vert(CT) -0.03 9 n/r 90 BCLL 0. Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 8 n/a n/a BCDL 10. Code FBC2017frPI2014 Matrix-S Weight: 67 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2X4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS Rx4 SP No.3 REACTIONS. All bearings 14-0-0. (lb) - Max Horz 2=113(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 13, 14, 11, 10 except 2= 180(LC 12), 8= 180(LC 12) Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10 except 2=258(LC 1), 8=258(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-117/254, 6-11=-116/254 NOTES- 1) Unbalanced ioof live loads have been considered for this design. 2) Wind: ASC -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=24ft; eave=2ft Cat. II; Exp B; En:[., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-2-0-13 to 0-11-3, Exterior(2) 0-11-3 to 7-0-0, Comer(3) 7-0-0 to 10-0-0 zone; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss desigr d for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry GableEndC tails as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates arE 2x3 MT20 unless otherwise indicated. 5) Gable requir s continuous bottom chord bearing. 6) Gable studs paced at 2-0-0 oc. 7) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss l s 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 betwe the bottom chord and any other members. 9) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 14, 11, 10 except at=lb) =180, 8=180. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03&015 BEFORE USE. � Design valid f ruse only with 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 the applicability of design parameters and property incorporate this design Into the overall building desl . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always reclL i red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sT rage, delivery, erection and bracing of trusses and truss systems, seeANSUWII Quality Criteria, DSB-89 and SCSI Bugding Component 6904 Parke East Blvd. Safety Inform c ifflanavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056606 T15250747 75167 GR1 Common Girder 1 n G Job Reference o floral t;namDers I rusts, Inc., ron rterce, rL 2 4x8 = 4-3-0 7-0-12 6.00 12 4x5 3 - o., ov a rv,n, ,,—,o rve, — a ....., a— n.w . -. ......T.-I- ID:oPu2174eUpAns3fef2i EMozLbfw-wERbfFvoUmwcaVj KObQwj 1 DhUdD6C1 EV7txzHpyW s BV 15-4-8 19-1-0 23.4-0 3-8-8 4-3-0 4x5 11 4 12 11 17 10 18 3x10 11 5x8 MT18HS = 7x8 _ HUS26 HUS26 HUS26 HUS26 3x8 5 3x5 6 Scale = 1:46.6 7 m' lul Imo' a. 919 20 8 21 6x8 = HUS26 3x10 II HUS26 5x12 HUS26 HUS26 4-3-0 7-0.12 11-8-0 15-4-8 19-1-0 23-4-0 4-3-0 2-9-12 4-7-4 3-8-8 3-8-8 4-3-0 Plate Offsets Y - 2:0-4-0 0-1-15 7:0-2-7 Edge], 9:0-3-8 0-3-12 10:0-4-0 0-4-4 LOADING (ps SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.19 10-12 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.58 Vert(CT) -0.34 10-12 >820 240 MT18HS 2441190 BCLL 0. Rep Stress Incr NO WB 0.59 Horz(CT) 0.09 7 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.1710-12 >999 240 Weight: 278lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc puriins. BOT CHORD x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 10: 2x4 SP M 30 REACTIONS. (lb/size) 7=6286/0-8-0, 2=5120/0-8-0 Max Horz 2=166(LC 24) Max Uplift 7=-1746(LC 8), 2=-1598(LC 8) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10827/3219, 3-4=-8005/2404, 4-5=-7977/2406, 5-6=-10348/2999, 6-7=-12898/3621 BOT CHORD 2-12=-2795/9617, 10-12=-2795/9617, 9-10=-2566/9227, 8-9= 3192/11525, 7-8=-3192/11525 WEBS 4-10= 2033/6866, 5-10=-3089/871, 5-9=-794/3114, 6-9= 2636l717, 6-8=-522/2213, 3-10— 3149/1037, 3-12= 840/2864 NOTES- 1) 2-ply truss t be connected together with 10d (0.131 "x3") nails as follows: Top chords nnected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chor s connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-12 2x4 - 1 row at 0-7-0 oc. 2) All loads are onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connecti s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced oof live loads have been considered for this design. 4) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; En::]., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates ar MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss lias 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 betwe n the bottom chord and any other members. 8) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=1746, 2=1 98. 9) Use USP H 26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max starting at 7-0-12 from the left end to 21 0-12 to connect truss(es) to back face of bottom chord. 10) Fill all nail les where hanger is in contact with lumber. WatterP. Finn PE No.22839 LOAD CASE(S Standard MiTek USA, Inc. FL Cott 6634 669a04 Parke East Blvd. Tampa FL 33610 've 1) Dead + Roo (balanced): Lumber Increase=1.25, Plate Increase=1.25 1 October 4,2018 ® WARNING I Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010=015 BEFORE USE. Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � atrusssysterr Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building closlim. Is always req'• Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek` fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANS14plr Qua/ByCiBettlri DSB-69 and SCSI Building Component 6904 Parke East Blvd. scribry Inicantuffonavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250747 75167 GR1 Common Girder 1 n L Job Reference (optional) Chambers I ruj$, Inc., tort Fierce, I-L rs.I3u s Mar 1 i zu i o rvii i er, MUMMIes, ntc. 1 Hu vcr -+ ar.Uw.Uw cU 10 rays c ID:oPu2174eUpAns3fef2iEMozLbfw-wERbfFvoUmwcaVjKobQwj1 DhUdD6C1 EV7tXZHpyWsBV LOAD CASE( Standard Uniform Lo s (plf) Ve 1-4=-54, 4-7= 54, 2-7= 20 Concentrat Loads (Ib) Ver J11=-1045(B)8= 1050(B) 12=-2230(B) 17=-1045(B) 18=-1050(B) 19=1050(B)20=-1050(B)21=-1050(B) A WARNING I Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. f0/0312015 BEFORE USE, Design valid or use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not � airusssysterr Before use. the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building dell Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1' MiTeW Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and truss systems, seeANS&7fl Qualify Ciftrib, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety In af�novaitable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056506 T15250748 75167 GR2 COMMON GIRDER 1 2 Job Reference (optional) cnamoers I ruse, Inc., t-on coerce, rL tm;5u s mar 1l zui tf ivii I eK Inousines, Inc. i nu uci 4 u/:b4:b6 zul tf 4x4 = 6.ao F1-2- 8 eI Zu I I/ 10 I 10 it 3x4 = 3x10 11 4x5 = 6x8 = 4x6 = 4x6 = 6x8 = 6x8 = HUS26 7x8 = 3x8 1f HUS26 HUS26 HUS26 HUS26 lox10 = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 Scale = 1:84.4 7-0-12 9-11-6 , 12-10-0 17-1-0 21-5-0 2:10-13 , 30-3-11 35-0-0 7-0-12 2-10-10 2-10-10 4-3-0 4-4-0 5-13 4.4-13 4-8-5 Plate Offsets Y - 12:0-4-4,0-2-0 13:0-3-8 0-4-8 14:0-3-8 0-4-4 15:0-4-0 0-4-4 17:0-3-8 0-5-0 19:0-4-0 0-4-4 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.07 13-14 >999 360 MT20 244/190 TCDL 7X Lumber DOL 1.25 BC 0.79 Vert(CT) -0.14 13-14 >999 240 BCLL 0.( Rep Stress Incr NO WB 0.93 Horz(CT) 0.03 12 n/a n/a BCDL To.( Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.07 13-14 >999 240 Weight: 594lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD BOT CHORD ix6 SP No.2 WEBS x4 SP No.3 *Except* BOT CHORD -19,11-12: 2x6 SP No.2, 6-17: 2x4 SP M 30 REACTIONS. Ib/size) 2=1263/0-8-0, 19=11585/0-7-0, 12=5632/0-6-0 Max Horz 2=252(LC 7) Max Uplift 2=-422(LC 8), 19= 3836(LC 8), 12=-1817(LC 8) Max Grav 2=1266(LC 17), 19=11585(LC 1), 12=5649(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2133/566, 5-6=-502/1594, 6-7=-2219/798, 7-8_ 3245/1206, 8-9=-3258/1206, 9-10= 4437/1521, 10-11=-4196/1373, 11-12=-5202/1699 BOT CHORD 2-21=-581/1842, 20-21= 581/1842, 17-19= 1383/480, 15-17=-584/1939, 14-15=-1232/3931,13-14— 1181/3710 WEBS 3-21=-765/2616, 3-20= 2652/871, 5-20� 1023/3273, 5-19=-3025/977, 6-19=6637/2271, 6-17— 1909/5764, 7-17=-2592/865, 7-15=-636/2139, 8-15=-950/2683, 9-15= 2308l774, 9-14=-701/2332, 10-14=-170/417, 10-13=-630/264, 11-13=-1544/4864 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-19. NOTES- 1) 2-ply truss to a connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chord3 connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs conne ed as follows: 2x4 - 1 row at 0-7-0 oc, Except member 20-3 2x4 - 1 row at 0-9-0 oc, member 5-20 2x4 - 1 row at 0-9-0 oc, member 9-5 2x4 - 1 row at 0-9-0 oc, member 17-6 2x4 - 1 row at 0-9-0 oc, member 7-17 2x4 - 1 row at 0-9-0 oc, member 15-7 2x4 - 1 row a 0-9-0 oc, member 15-8 2x4 - 1 row at 0-9-0 oc, member 15-9 2x4 - 1 row at 0-9-0 oc, member 9-14 2x4 - 1 row at 0-9-0 oc, mei iber 14-10 2x4 - 1 row at 0-9-0 oc, member 10-13 2x4 - 1 row at 0-9-0 oc, member 13-11 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows stagg red at 0-9-0 oc. 2) All loads are onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectio is have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced of live loads have been considered for this design. 4) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. 11; Exp B; En( ., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss h is 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 betwe the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=422, 19=3 6, 12=1817. 8) Use USP H 1 26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end b 32 -12 to connect truss(es) to front face of bottom chord. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING- lerW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MlF7473 rev. f 0/0=015 BEFORE USE, Design valid f r use only with 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 the applicability of design parameters and properly Incorporate this design Into the overall building desf Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always requ i ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sit rage, delivery, erection and bracing of trusses and truss systems, seeANSU1911 Qua/By Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety/nfoengHorlavailabfe from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250748 75167 GR2 COMMON GIRDER 1 2 Job Reference o tional Chambers l ru , Inc., I-ort Pierce, I-L LOAD CASE( Standard b.13U s mar 11 2u1 is MI I eK mausirles, Inc. i nu uci 4 u/:b4:m zul v rage e I D:oPu2174eUpAns3fef2i EMozLbfw-sdZL4xw2ONAJppsjBOSOoSJ6MQsJgrXnbBOgMhy WsBT 1) Dead + Roo�1 Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve 1-8=-54, 8-11= 54, 2-12=-20 Concentrat Loads (lb) Ver 21=-2184(F) 19=-1050(F) 17= 1050(F) 13=-1042(F) 16=-1050(F) 24=-1045(F) 25=-1045(F) 26=-1050(F) 28= 1050(F) 29=-1050(F) 31=-1046(F) 32= 1046(F) 33= 1046(F) 34=-1042(F) Q WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev, 10/03Q015 BEFORE USE Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building des! n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTele Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, so rage, delivery, erection and bracing of trusses and truss systems, seeANSVW11 QualifyCrffeda, DSB-89 and SCSI BuHdbg Component 6904 Parke East Blvd. Safety lnlo pRonavallable from Truss Plate Institute.218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 Poinciana Court / Q56506 T15250749 75167 GR3 Roof Special Girder 1 1 Job Reference (optional) Chambers Trus Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Oct 4 07:54:57 2018 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-Kp7j HHxgnhlARzRvhj_dUrHPgG8P W TxggmDu7yWs BS 2-0-0 5.0-0 6-6-0 2-0-0 5-0-0 1-6-0 Special Scale=1:21.7 4x4 = 3x4 11 3 10 5-0-0 _ 6-6-0 5-0-0 1-6-0 Plate Offsets Y -- 2:Ed a 0-0-4 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.11 6-9 >683 360 MT20 2441190 TCDL 7. Lumber DOL 1.25 BC 0.56 Vert(CT) -0.23 6-9 >334 240 BCLL 0. Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 2 n/a n/a BCDL 10.( Code FBC2017/fP12014 Matrix -MP Wind(LL) 0.11 6-9 >701 240 Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD x4 SP M 30 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ib/size) 5=368/0-6-0, 2=402/0-8-0 ax Harz 2=149(LC 8) ex Uplift 5=-128(LC 8), 2— 184(LC 8) ax Grav 5=420(LC 29), 2=402(LC 1) FORCES. (ib)1; Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced Dof live loads have been considered for this design. 2) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; En I., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ads jalte drainage to prevent water ponding. 4)Thistrusshe been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss I as 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 betwe the bottom chord and any other members. 6) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=128, 2=18 . 7) Hanger(s) or Aher connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 154 lb up at 5-0-0 on top hard, and 245 lb down and 47 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the respons! lity of others. 8) In the LOAD I ASE(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 Ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa (plf) Vert1-3= 54, 3-4=-54, 5-7=-20 Concentrate Loads (lb) Vert:=-71(B) 6=-118(B) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING ®rift' design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. f0/03,2015 BEFORE USE. Design valld ruse only with 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building desl Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW Is always reqL I ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, st rage, delivery, erection and bracing of trusses and truss systems, seeANSI/1P11 Qua/9yCftda, DSB-89 and SCSI BugdhV Component 6904 Parke East Blvd. Safety /nfo ,aBonovaliable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056506 T15260750 75167 GRA Flat 1 1 Job Reference (optional) chambers I rul¢, Inc., non Tierce, t-L 5-10-13 u.i su s iviar i i zul u ivn i eK inousmes, mc. i nu ucr + ur:o,+:oa zu, o r-dye n I D:oPu2174eUpAns3fef2i EMozLbfw-GCEUizzxJ IYugGbl p805Q4xS5duwtDPEH8FKzOyWsBQ 4 23-1-15 29-0-12 5-9-1 5-10-13 Scale=1:51.0 AILED NAILED NAILED NAILED NAILED NAILED NAILED 4x = 2x3 11 3x8 = 3x6 = 2x3 11 4xl0 = 3x4 11 NAILED NAILED NAILED NAILED NAILED NAILED NAILED 1 15 16 17 2 18 19 20 213 22 23 24 4 5 25 26 6 27 28 29 7 14 30 31 32 13 33 5x8 MT1 HS II NAILED 6x10 = AILED NAILED NAILED LOADING (p: TCLL 2C TCDL 7 BCLL C BCDL 10 LUMBER - TOP CHORD BOT CHORD WEBS 34 3512 11 36 10 37 NAILED 5x8 MT1BHS= NAILED 4x10 = NAILED 2x3 II NAILED NAILED NAILED 17-4-14 38 9 39 40 B I NAILED 2x3 11 NAILED NAILED 6x8 NAILED SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.22 10-12 >999 360 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.44 10-12 >780 240 ` Rep Stress Incr YES WB 0.85 Horz(CT) 0.12 8 n/a n/a Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.21 10-12 >999 240 BRACING- 13 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 163 lb FT = 20% (4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, (4 SP M 30 except end verticals. (4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. .13,3-13,3-10,6-10,6-8: 2x4 SP M 30 WEBS 1 Row at midpt 6-8 REACTIONS. (lb/size) 14=2250/Mechanical, 8=2204/Mechanical Max Uplift 14=-709(LC 12), 8= 695(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-2125/854, 1-2=-3057/1108, 2-3= 3057/1108, 3-5= 4494/1625, 5-6= 4494/1625 BOT CHORD 12-13=-1625/4494, 10-12=-1625/4494, 9-10=-1110/3058, 8-9= 1110/3058 WEBS 1-13=-1280/3533, 2-13=-676/442, 3-13=-1689/613, 3-12=0/454, 5-10=-615/394, 6-10= 610/1688, 6-9=0/500, 6-8=-3539/1283 NOTES- 1) Wind: ASC 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=45ft; L=29ft; eave=4ft; Cat. Il; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 28-11-0 zone;C-C for members an forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adeq iate drainage to prevent water ponding. 3) All plates arE MT20 plates unless otherwise indicated. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss s 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 betwe the bottom chord and any other members. 6) Refer to gird r(s) for truss to truss connections. 7) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=709, 8=6 5. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) In the LOADCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES I Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load3 (pit) Vert: 1-7— 54, 8-14= 20 Concentrate Loads (lb) Vert: 1 1=-57(B) 5— 110(B) 10=-57(B) 9=-57(B) 6=-110(B) 15=-110(B) 16=-110(B)17= 110(B) 18=-110(B) 20— 11O(B) 21=- 1O(B) 22=-11O(B) 24=-11O(B)25— 11O(B)26=-11O(B) 27=-11O(B) 29=-11O(B) 30=-57(B) 31= 57(B) 32=-57(B) 33=- 7(13)34=-57(B) 35=-57(B)36=-57(B) 37=-57(B)38=-57(B) 39= 57(B)40=-57(B) Walter P. Finn PE No.22639 fdiTek USA, Inc. FL Cert 6634 6904 Parke East Bhrd. Tampa FL 33610 Date: October 4,2018 A WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGEMll-7473 rev. 10/032015 BEFORE USE Design valid f r use only with 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 the applicability of design parameters and properly incorporate this design into the overall building des[( Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req i ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sT rage, delivery, erection and bracing of trusses and truss systems, seeANSWil AuallfyCdl®do, DSB-69 and BCSI SuOding Component 6904 Parke East Blvd. Saletvintaim i Nonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250751 75167 GRB HALF HIP GIRDER 1 2 Job Reference o tional L,namoers i rusq, Inc., r-on coerce, r-L 2 4.0.0 4-0-0 Special NAILED 4x8 = NAILED 3x5 = NAILED 4 25 5 26 6.00 12 3x4 i:- 3 21 20 33 19 34 2x3 II 3x4 = NAILED 3x12 = NAILED 3x4 = Special NAILED LOADING (psf)' SPACING- 2-0-0 TCLL 20.0I1I Plate Grip DOL 1.25 0 TCDL 7. Lumber DOL 1.25 BCLL 0A Rep Stress Incr NO BCDL 10.0� Code FBC2017/rP12014 LUMBER - TOP CHORD x4 SP M 30 BOT CHORD x4 SP M 30 `Except' -18,10-13: 2x4 SP No.3 WEBS x4 SP No.3 tm ou s ivlar 11 eu tl ivii I eK inuusuies, in(;. I rlu VGr 4 ar:DO:uZ eu 16 rage I I D:oPu2174eUpAns3fef2i EMozLbfw-hmwcK_?pcDxTXkKtUGZo2jZ7U ry_4argz6T_ZLyW sBN 19.4-0 23-8-0 28-0-0 30.6.0 4-4-0 4-4-0 4-4-0 2-6-0 Scale = 1:56.6 NAILED 3x4 II NAILED 6 27 28 NAILED 3x8 NAILED 7 29 NAILED 2x3 II 3x6 = NAILED 8 9 30 NAILED NAILED 4x4 = 4x4 = 31 10 82 11 17 14 O 7x8 = 35 16 36 37 15 38 39 18 NAILED 2x3 I NAILED 4x8 = 6x8 = 13 40 12 3x4 II NAILED NAILED NAILED 3x4 II 5x6 = NAILED NAILED NAILED 19-4-0 CSI. DEFL. in (loc) I/defl Ud TIC 0.22 Vert(LL) -0.2216-17 >999 360 BC 0.58 Vert(CT) -0.4216-17 >866 240 WB 0.87 Horz(CT) 0.15 12 n/a n/a Matrix -MS Wind(LL) 0.2216-17 >999 240 BRACING - PLATES GRIP MT20 2441190 Weight: 363 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. lb/size) 12=2377/0-6-0, 2=2272/0-8-0 ax Horz 2=185(LC 8) ax Uplift 12— 816(LC 8), 2= 805(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4346/1378, 3-4=-4203/1402, 4-5=-4834/1644, 5-6= 7069/2429, 6-7=-7181/2466, 7-9= 4981/1724, 9-10=-4981/1724, 10-11=-2114837, 11-12=-2301/814 BOT CHORD 2-21 =-1 308/3838, 20-21 =-I 308/3838, 19-20= 1282/3756, 18-19=-133/396, 6-17=-402/223, 16-17=-2307/6688, 15-16= 2307/6688, 14-15=-768/2211, 10-14=-1971/761 WEBS 3-20=-267/156, 4-20=-67/564, 4-19=-484/1477, 5-19— 1956/789, 17-19— 1562/4585, 5-17=-942/2682, 7-17= 1821567, 7-16= 9/360, 7-15— 19821678, 9-15=-455/244, 10-1 5=-1 102/3200, 11-14= 1067/3057 NOTES- 1) 2-ply truss to be connected together with I Od (0.131 "x3") nails as follows: Top chords c nnected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chorc connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs conne ted as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are Jonsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectio s have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced I oof live loads have been considered for this design. 4) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=451t; L=31ft; eave=oft; Cat. II; Exp B; En ., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adeq ate drainage to prevent water ponding. 6) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss h lIs 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 betwee I the bottom chord and any other members. 8) Provide mect inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=816, 2=8( 5. 9) "NAILED" in ++ ates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) oY other connection device(s) shall be provided sufficient to support concentrated load(s) 209 lb down and 226 Ito up at 7-0-0 on top ll hord, and 343 lb down and 91 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the respons ility of others. LOAD CASE(S), Standard Walter P. Finn PE No.12839 r.Itek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING - Design valid f lefify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev, 1010312016 BEFORE USE. use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system building design. fore use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeV Is for to Injury damage. For the always req fabrication, st ed stability and prevent collapse wffh possible personal and property general guidance regarding age- delivery, erection and bracing of trusses and truss systems, seeANSWIl GualBy CrSeft DSB-89 and SCSI Bugdkzg Component 6904 Parke East Blvd. Solotir Intonni Honavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 336110 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250751 75167 GRB HALF HIP GIRDER 1 2 Job Reference (optional) Chambers TruE Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Oct 4 07:55:02 2018 Page 2 I D:oPu2174eUpAns3fef2i EMozLbfw-hmwcK_?pcDxTXkKtUGZo2jZ7Ury_4argz6T_ZLyW sBN LOAD CASE( Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Ve 1-4=-54, 4-11=-54, 18-22— 20, 14-17=-20, 12-13=-20 Concentrat Loads (Ib) Ver 4=-162(B) 8=-100(B)18= 67(B) 6— 100(B) 20=-297(B) 19=-57(B) 5=-110(B) 16=-67(B) 7— 100(B) 25=-110(B)26=-110(B) 28=-100(B) 29=-100(B) 30— 100(B) 31 100(B) 32=-110(B) 33=-57(B) 34=-57(B) 35=-67(B) 36=-67(B) 37=-67(B) 38=-67(B) 39=-67(B) 40=-57(B) A WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll--7473 rev. 10/03i2015 BEFORE USE Design valid I or use only with 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 the applicability of design parametersand property Incorporate this design Into the overall building des( Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, si rage, delivery, erection and bracing of trusses and truss systems, seeAMSWII GuallfyCiBetkl, DSB-69 and BCSI BalldIng Component 6904 Parke East Blvd. Safety fnfom�alionavdlabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type T city Ply 9502 Poinciana Court / Q56506 T15250752 75167 GRC Hip Girder 1 2 Job Reference o tional unamDers I rugs, mc., ron Fierce, rL o. t om a ,wm , , GV - "" I CIS ...0 LI I ' nip. , nu -" -r v, ."o 1 — I, r aye , ID:oPu2174eUpAns3fef2iEMozLbfw-d92NIg138gBBn2UFchcG78eT_efjYY7zRQy5eDyWsBL 4-11-1 9-3-11 13-8-4 18-4-11 22-11-5 27-7-12 30-3-2 33-2-0 4-11-1 4.4-9 4-4-9 4-8-7 4-6-11 4-8-7 2-7-6 2.10-14 2x3 11 5x6 = 4 5 24 6.00 12 3x4 3 3x4 i 2 Scale = 1:60.5 2x3 I 3x8 = 4x4 = 625 7 8 3x4 9 3x4 10 i I t` m 26 27 28 29 782019 31 17 32 16 15 33 34 74 35 36 13 37 12 38 10 3—US24 JUS24 20 II JUS24 3x4 = JUS24 6x10 =3x6 = 5x8 = JUS24 2JUS24 3x8 3= 3x16 JUS24 JUS24 JUS24 JUS24 6 = JUS24 JUS24 JUS24 JUS24 JUS24 1 II JUS24 LOADING (psfD TCLL 20. TCDL 7. BCLL 0. BCDL 10. LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS 12-8-4 I] 27-7-12 SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.06 15-18 >999 360 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.12 15-18 >999 240 Rep Stress Incr NO WB 0.63 Horz(CT) 0.02 11 nJa n/a Code FBC20177TPI2014 Matrix -MS Wlnd(LL) 0.07 15-18 >999 240 BRACING - PLATES GRIP MT20 244/190 Weight: 492 lb FT = 20% 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 2x4 SP M 30 `Except` except end verticals. 1-17: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2x4 SP No.3 *Except* 1-18: 2x6 SP N0.2 (lb/size) 1=1304/0-8-0, 11=2597/0-6-0, 18=6121/0-3-8 Max Horz 1=151(LC 25) Max Uplift 1=-357(LC 8), 11=1020(LC 8), 18=-2337(LC 8) MaxGrav 1=1310(LC 17), 11=2634(LC 18), 18=6121(LC 1) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-1729/448, 3-4= 406/1269, 4-5= 302/1094, 5-6=-1175/550, 6-7=-11751550, 7-8=-15901709, 8-9= 1786r765, 9-1 0=-1 366/547, 10-11= 2453/968 1-20= 508/1546, 19-20= 508/1546, 15-18=-697/256, 14-15=-717/1840, 13-14=-717/1840, 12-13= 460/1188 2-20=-373/1347, 2-19= 1840/625, 3-19=-552/1728, 3-18=-1681/607, 5-15=-1257/3184, 6-15=-279/141, 7-15= 1252/480, 7-14=-428/1134, 7-13=-455/221, 8-13=-249/593, 9-13— 363/877, 9-12= 1108/467, 10-12=-822/2125, 4-18=-425/197, 5-18=-3068/1171 6-0-0 oc bracing: 18-19,15-18. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords nnected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chor s connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs conne ted as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are onsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectic is have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced of live loads have been considered for this design. 4) Wind: ASCE -10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=33fh eave=oft; Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide ade ate drainage to prevent water ponding. 6) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss t is 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 betwee i the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=357, 11=1 20, 18=2337. 9) Use USP JU 24 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-12 from the left end to 31 4-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail les where hanger is in contact with lumber. Walter P. Finn PE No.12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111--7473 rev. 10A1312015 BEFORE USE Design valid for use only with MITekB connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. building desl Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual Truss web and/or chord members only. Add111onal temporary and permanent bracing WeW Is always reqq . prevent red for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSMI19ua1By Crlfeda, DS8-89 and BCSI BuRding Component 6904 Parke East Blvd. Safety Info Bonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Gty Ply 9502 Poinciana Court / 056506 T15250752 75167 GRC Hip Girder 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL t3.13u s mar 11 zul t3 Mi I eK maustrles, Inc. I nu VCr 4 UCbb:U4 zult3 rage z I D:oPu2174eUpAns3fef2iEMozLbfw-d92Nlg 138gB Bn2U FchcG78eT_efjYY7zR0y5eDyWs BL LOAD CASED Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Ve 1-5=-54, 5-8=-54, 8-10= 54, 11-21=-20 Concentrat Loads (lb) Ve :19— 473(F)13=-473(F) 16= 473(F) 26=-478(F) 27=-478(F) 28=-478(F)29= 473(F) 30=-473(F) 31=-473(F) 32=-473(F)33=-473(F) 34= 473(F) 35=-473(F) 36= 73(F) 37=-473(F) 38=-473(F) Q WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid or use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss syste building desl Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� IY1iT eW Is always real flred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s( rage, delivery, erection and bracing of trusses and truss systems, seeANSM11 GUalifyCiUeda, DSO-89 and 8CS1 BUQdIng Component 6904 Parke East Blvd. Safety(nlomj 1lonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 9502 Poinciana Court / Q56506 T15250753 75167 GRD Half Hip Girder 1 1 Job Reference (optional) unamoers I rug¢, Inc., r-on Nierce, I-L 5-0.0 0 ts.13u s mar i i zults MI i eK maustnes, inc. i nu uct 4 ut:bb:ub Zuiu rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-5Lbly01 iv8J2082S9P7VgLBfl23mH3i6f4ieAgyWsBK Special _ NAILED 4x8 2x3 I NAILED NAILED 3 12 13 4 14 15 8 16 7 17 18 2X3 II NAILED 3x8 = NAILED Special NAILED Scale = 1:25.1 NAILED 3x4 = 5 3x4 11 Plate Offsets Y -- 3:0-5-4 0-2-0 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.02 8 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.19 Vert(CT) -0.04 8-11 >999 240 BCLL 0. Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 6 n/a n/a BCDL 10. Code FBC2017[TP12014 Matrix -MS Wind(LL) 0.02 7-8 >999 240 Weight: 64lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD x4 SP M 30 except end verticals. WEBS Qx4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=785/0-6-0, 2=756/0-8-0 Max Harz 2=149(LC 8) Max Uplift 6=-270(LC 5), 2=-297(LC 8) Max Grav 6=785(LC 1), 2=761(LC 29) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1084/302, 3-4=-781/252, 4-5= 781/252, 5-6=-726/281 BOT CHORD 2-8=-291/938, 7-8=-291/956 WEBS 3-8=-8/323, 4-7=-336/193, 5-7=-301/932 NOTES- 1) Unbalanced act live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Er I., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ade uate drainage to prevent water ponding. 4) This truss hi 13 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss as 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 betwe n the bottom chord and any other members. 6) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=270,2=2 . 7) "NAILED" in icates 3-1 od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) oi other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 155 Ib up at 5-0-0 on top chord, and 245 lb down and 47 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsi ility of others. 9) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Vert 1-3=-54, 3-5=-54, 6-9= 20 Concentrate Loads (lb) Vert 3=-69(F) 8=-117(F) 5= 72(F) 13=-53(F) 14= 53(F) 15=-53(F) 16=-32(F) 17=-32(F) 18=-32(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 10=2015 BEFORE USE. Design valid r use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not �� a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desil 1 n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M6TeW Is always r red for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and Insss systems, seeANSU1P11 CualByCrBeda, DS"9 and BCSI Bulldbg Component 6904 Parke East Blvd. safety in tionovallabte from Truss Plate Institute- 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 Poinciana Court / Q56506 T15250754 75167 J1 Jack -Open 6 1 Job Reference (optional) Chambers Trus , Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Oct 4 07:55:06 2018 Page 1 I D:oPu2174eUpAns3fef2i EMozLbfw-ZY97AM2KgSRvOLdej6ekCZjhoSOgObTGukRCi6yW sBJ -2-0-0 1-0-0 2-0-0 1.0-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20. Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.00 7 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 7 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD x4 SP No.3 BOT CHORD x4 SP No.3 REACTIONS. FORCES. NOTES- 1) Wind: ASC II; Exp B; E shown; Lun 2) This truss t 3) ' This truss will fit betwi 4) Refer togir 5) Provide me 2=232. ze) 3=-30/Mechanical, 2=26510-8-0, 4=-50/Mechanical Harz 2=75(LC 12) Uplift 3=-30(LC 1), 2=-232(LC 12), 4=-50(LC 1) Grav 3=44(LC 12), 2=265(LC 1), 4=69(LC 12) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:9.5 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions �r DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1 the bottom chord and any other members. '(s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10/03,2015 BEFORE USE Design valid f r use only with 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 the applicability of design parameters and properly Incorporate this design Into the overall building desIC i i. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always req ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sT rage, delivery, erection and bracing of trusses and Truss systems, seeANSUM11 Gaa/dyCdfeal , DSB-BP and SCSI Bd0dhV Component 6904 Parke East Blvd. Safety lnformpflonovaitabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250755 75167 J3 Jack -Open 6 1 Job Reference (optional) unamoers r russ, inc., rort rieMe, M 0 a.i 3u s iviar t t zui rs rvu I eK rnaustnes, inc. i nu uct 4 ut:oo:ub 2ul tl rage i ID:oPu2174eUpAns3fef2i EMozLbfw-ZY97AM2KgSRvOLdej6ekCZjhoSQDObTGukRCi6y WsBJ .2-0-0 3-0-0 2-0-0 3-0-0 LOADING (psf SPACING- 2-0-0 CSI. TCLL 20. Plate Grip DOL 1.25 TC 0.71 TCDL 7. Lumber DOL 1.25 BC 0.18 BCLL 0. Rep Stress Incr YES WB 0.00 BCDL 10. Code FBC2017fTP12014 Matrix -MP LUMBER - TOP CHORD x4 SP No.3 BOT CHORD x4 SP No.3 REACTIONS. lb/size) 3=50/Mechanical, 2=259/0-8-0, 4=19/Mechanical Max Horz 2=111(LC 12) ax Uplift 3=-22(LC 9), 2=-159(LC 12) Max Grav 3=54(LC 17), 2=259(LC 1), 4=47(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/dell Ud Vert(LL) -0.00 4-7 >999 360 Vert(CT) -0.01 4-7 >999 240 Horz(CT) 0.00 2 n/a n/a Wind(LL) -0.01 4-7 >999 240 BRACING- Scale=1:14.6 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; En L, GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 2-11-4 zone;C-C for members ani forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss he been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss s 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 betwe the bottom chord and any other members. 4) Refer to gird (s)for truss to truss connections. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=159. Walter P. Finn PE No.22839 fiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. f 0At312015 BEFORE USE. Design valid f ruse only with 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 the applicability of design parameters and properly Incorporate this design Into the overall building desi . Bracing Indicated Is to prevent buckling of Individual truss web aril/or chord members only. Additional temporary and permanent bracing MOW always req ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII CualMyCdloda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satisfy /ntomlp8onovallable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 9502 Poinciana Court / 056506 T15250756 75167 J5 JACK -OPEN 9 1 Job Reference o tional unamuers r ruq�, inc., rorL rierce, rL 1 ID:oPu2174eUpAns3fef2iEMozLbfw-1 kjVNi3y01ZmeVCgHg9zlmGsYshol2jP70BIFYyWsBI -2-0-0 5-0-0 2-0-0 5-0-0 LOADING (ps SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 TCDL 7. Lumber DOL 1.25 BC 0.48 BCLL 0. Rep Stress Incr YES W B 0.00 BCDL 10.01 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD x4.SP No.3 BOT CHORD x4 SP No.3 REACTIONS. (lb/size) 3=107/Mechanical, 2=318/0-8-0, 4=52/Mechanical Max Horz 2=147(LC 12) Max Uplift 3=-62(LC 12), 2= 154(LC 12) Max Grav 3=111(LC 17), 2=318(LC 1), 4=86(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC II; Exp B; E members a 2) This truss h 3) ' This truss will fit betwe 4) Refer to gird 5) Provide me gl 2=154. DEFL. in (loc) Well Ud Vert(LL) -0.02 4-7 >999 360 Vert(CT) -0.05 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.04 4-7 >999 240 EIRACING- Scale=1:19.5 co 6 m N N N PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. '-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone;C-C for forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 i the bottom chord and any other members. (s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) Walter P. Finn PE No.22639 MIT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING I Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. IM012015 BEFORE USE Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not � atrusssysterr building desi Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {ViiTeW Is always req red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalion, s rage, delivery, erection and bracing of trusses and truss systems, seeANSWIT GualByCdtefAr: DS949 and BCSI Building Component 6904 Parke East Blvd. Safely /nforrga/lonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056506 T15250757 75167 J6 Monopitch 4 1 Job Reference (optional) r;namoers I rut Inc., 1-ort Nlerce, t•L 6.t"JU s mar 11 zut d MI i eK mausirleS, Inc. I nu uct 4 u/:bb:uts zul ts. rage 7 ID:oPu2174eUpAns3fef2iEMozLbfw-VwHtb24aB3hcFfnOrXgCI_peAG53UVzYM2wIn7yWsBH -2.0-0 6-6-0 2-0-0 6-6-0 0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20. Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.05 4-7 >999 360 TCDL 7.Q Lumber DOL 1.25 BC 0.22 Vert(CT) -0.12 4-7 >634 240 BCLL 0.¢ ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10. Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.07 4-7 >999 240 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. NOTES- 1) Wind: ASCE II; Exp B; Ent members an 2) This truss he 3) ' This truss 1- Will fit betweE 4) Provide med 2=157. BRACING- SP M 30 TOP CHORD SPM30 SP No.3 BOT CHORD ze) 4=217/0-6-0, 2=365/0-8-0 Horz 2=173(LC 12) Uplift 4=-79(LC 12), 2=-157(LC 12) Grav 4=224(LC 17), 2=365(LC 1) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3x4 11 3 Scale = 1:23.7 Am PLATES GRIP MT20 244/190 Weight: 28lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. '-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eavef#t; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-4-4 zone;C-C for forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 I the bottom chord and any other members. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING erity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid f r use only with 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 the applicability of design parameters and properly Incorporate this design Into the overall building desiC i i. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always req i ed for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, si rage, delivery. erection and bracing of trusses and truss systems, seeANS&VII Gua/EyCrBedla, DS849 and BCSI SuUd/ny Component 6904 Parke East Blvd. Safety/n/ormplknovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tan -pa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T16250758 75167 J7 Jack -Open 19 1 Job Reference (optional) unamuers [ Mu , Inc., run r,erce, ru LOADING (p; TCLL 20 TCDL 7 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOT CHORD REACTIONS. FORCES. (lb) NOTES- 1) Wind: ASC II; Exp B; En members an 2) This truss h 3) ' This truss Will fit betwe 4) Refer to gird 5) Provide mec 2=160. 2 n uy� , I D:oPu2174eUpAns3fef2iEMozLbfw-VwHtb24aB3hcFf nOrXgCI_p6xGyzUVzYM2w]n?yW sBH -2-0-0 7-0-0 2-0-0 7-0-0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CS1. DEFL. in (loc) I/defl Ud TC 0.42 Vert(LL) -0.09 4-7 >899 360 BC 0.80 Vert(CT) -0.21 4-7 >399 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Wind(LL) 0.13 4-7 >639 240 (4SPM30 (4 SP No.3 b/size) 3=164/Mechanical, 2=385/0-8-0, 4=77/Mechanical lax Harz 2=183(LC 12) lax Uplift 3= 97(LC 12), 2= 160(LC 12) lax GraV 3=169(LC 17), 2=385(LC 1), 4=121(LC 3) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - Scale: W 0 (h PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. '-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft eave=oft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. (s) for truss to truss connections. znical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) Walter P. Finn PE No.22839 IAiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNINGVerify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid f r use only with MiTek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not �� a truss system Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desIC i i. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeV is always reci ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, st rage. delivery, erection and bracing of trusses and truss systems, seeANS&WIT Qualify CrBedd, DSB-89 and BCSI BuOdfng Component 6904 Parke East Blvd. Safety ln/onni Wonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250759 75167 J7A Jack -Open 7 1 Job Reference (optional) cnamoers i rusj� inc., rort rierce, ru- ID:oPu2174eUpAns3fef2iEMozLbfw-_7rGoO4CyNpTtpMDOEBRgBLISfGKDyDiaigsJRyW sBG -2.0-0 2-8-0 7-0-0 2-0-0 2-8-0 4-4-0 a H 7-0-0 Scale: 1/2°=1' LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.11 3-5 >725 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.23 3-5 >358 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.12 5 n/a n/a BCDL 10.0 Code FBC2017TFP12014 Matrix -MR Wind(LL) 0.21 3-5 >396 240 Weight: 27lb FT=20% LUMBER - TOP CHORD x4 SP M 30 BOT CHORD x4 SP No.3 REACTIONS. Ib/size) 4=154/Mechanical, 2=38610-8-0, 5=87/Mechanical ax Harz 2=183(LC 12) ax Uplift 4= 83(LC 12), 2=-159(LC 12), 5=-7(LC 12) ax Grav 4=159(LC 17), 2=386(LC 1), 5=111(LC 3) FORCES. (lb) I{ Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE II; Exp B; Ent members an 2) This truss ha 3) ' This truss t will fit betwe( 4) Refer to girds 5) Provide mec 2=159. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is 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 I the bottom chord and any other members. (s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except at=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING erify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component• not �° a truss system bulldingdesigh. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTeW Is always reqL prevent 1 ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication• sf rage, delivery, erection and bracing of trusses and truss systems. seeANSW11 GualHy CN idle DSO-49 and BCSI BuRding Component 6904 Parke East Blvd. Safety/nfomrallon3vallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250760 75167 J8 Monopitch 1 1 Job Reference (optional) cnambers i rus� Inc., Tort Tierce, rL o w 5 ".' - - � - ...,.. 1 - -.,.., - -u- , I D:oPu2174eUpAns3fef2iEMozLbfw-_7rGoO4CyNpTtpM DOEBRgBLJofPRDxxiaigsJRyWsBG -2.0-0 4-11-11 8-6-0 2-0-0 4-11-11 3.6-5 2 0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20. Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.13 5-8 >787 360 TCDL 7. Lumber DOL 1.25 BC 0.34 Vert(CT) -0.26 5-8 >390 240 BCLL 0. Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10. Code FBC2017fTP12014 Matrix -MP Wind(LL) -0.03 5-8 >999 240 LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=434/0-8-0, 5=295/0-6-0 Max Horz 2=209(LC 12) Max Uplift 2=-166(LC 12), 5= 115(LC 12) Max Grav 2=434(LC 1), 5=303(LC 17) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 292/69 WEBS 3-5=-304/294 NOTES- 1) Wind: ASC II; Exp B; En, members a 2) This truss h, 3) . This truss I will fit betwe 4) Provide me 2=166, 5=11 3x4 11 4 Scale=1:28.7 PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 8-4-4 zone;C-C for forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev, 1010312015 BEFORE USE Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss syste Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl n. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always req Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s Drage. delivery, erection and bracing of trusses and truss systems, seeAAlfSVWII Quality Ci fella, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sojoty Injoin offonavollable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250761 75167 KJ5 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers i ms Inc., Pon Pierce, rL 0. 1- O IVIQ1 I 1 GW 1 O 1- l eh II IUUSU IGS, 410. 1 I IU VUI Y Faye 1 I D:oPu2174eUpAns3fef2i EMozLbfw-SJ PeOk5gjgxKVzxPyyjgN PuU43mfyOhrpMPPsty W sSF -2-9-15 3-8-10 _ _ _ 7-0-2 2-9-15 3-8-10 3-3-8 Scale =1:19.1 4 a NAILED NAILED 4.24 12 3x4 % 12 3 NAILED NAILED ° N 11 2 13 7 14 6 5 NAILED 2x3 II NAILED 3x4 = 1 NAILED NAILED 3x4 = 3-8-10 7-0-2 _ 3-8-10 3-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.02 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.03 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FB02017/TP12014 Matrix -MP Wind(LL) -0.04 7-10 >999 240 Weight: 32lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS x4 SP No.3 REACTIONS. lb/size) 4=81/Mechanical, 2=34610-10-15, 5=113/Mechanical ax Horz 2=146(LC 8) ax Uplift 4=-46(LC 8), 2=-271(LC 8), 5= 31(LC 5) ax Grav 4=93(LC 17), 2=459(LC 28), 5=192(LC 29) FORCES. (lb) �!6=473/106 ax. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3=-550/57 BOT CHORD 7=-97/431, 6-7=-97/431 WEBS NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24fh eave=oft; Cat. II; Exp B; Enol , GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss ht s 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 betwee the bottom chord and any other members. 4) Refer to gird (s) for truss to truss connections. 5) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=271. 6) "NAILED. indkSE(S) tes 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert: -4= 54, 5-8=-20 Concentrated -oads (lb) Vert: 1=51(F=25, B=25) 13=72(F=36, B=36) 14=6(F=3, B=3) Walter P. Finn PE No.22839 ffi fek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING -I edty design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. I MM2015 BEFORE USE, Designvolldfc use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Wfore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdesigi Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always reclull ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sic age, delivery, erection and bracing of trusses and truss systems, seeANSV711 CualByCrBeda, D88-89 and BCSI SufidIng Component 6904 Parke East Blvd. Softty Intonnaflonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250762 75167 KJ7 Diagonal Hip Girder 1 1 Job Reference o tional Chambers l Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I ek industries, Inc. Thu Oct 4 07:55:11 2u18 rage i I D:oPu2174eUpAns3fef2i EMozLbfw-wVzOD36SU_3B76W bW fEvvcRfgT6uhrw?209zOJyW sBE -2-9-15 3-8-10 _ 7-0-2 2-9.15 3-8-10 3-3-8 Scale = 1:19.1 0 3-8-10 7-0-2 3-8-10 3-3-8 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.02 7-10 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.21 Vert(CT) 0.03 7-10 >999 240 BCLL 0. Rep Stress Incr NO WB 0.11 Horz(CT) 0.00 5 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.04 7-10 >999 240 Weight: 32lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS ��2x4 SP No.3 REACTIONS. (lb/size) 4=81/Mechanical, 2=346/0-10-15, 5=113/Mechanical Max Horz 2=146(LC 24) Max Uplift 4=-46(LC 8), 2=-271(LC 8), 5=-31(LC 5) Max Grav 4=93(LC 17), 2=459(LC 28), 5=192(LC 29) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-550/57 BOT CHORD 2-7=-97/431, 6-7=-97/431 WEBS 3-6=473/106 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Er I., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss as 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 gir r(s) for truss to truss connections. 5) Provide me, e anical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except Qt=lb) 2=271. 6) 'NAILED" i icates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOK CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( Standard 1) Dead + Roo I Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loz ds (plf) Ve 1-4=54, 5-8= 20 Concentrat Loads (Ib) Ve 11=51(F=25, B=25) 13=72(F=36, B=36) 14=6(F=3, B=3) Walter P. Finn PE No.22839 MiT& USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNINGI I Verify design parameters and READ NOTES ON THIS AND INCLUDED MTI EK REFERANCE PAGE Mll--7473 rev. 10/03/2015 BEFORE USE Design valid or use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building d n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �A iYYiTeW Is always r Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabrication, orage, delivery, erection and bracing of trusses and truss systems, seeANSYMI r QuatUyCriteria, DSB-89 and BCSI Building Component A 6904 Parke East Blvd. Safety Info atlon3voilabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 4. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / 056506 T15250763 75167 KJ9 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Trus , Inc., Fort Pierce, FL -2-9-15 2-9-15 3 2 NAILED NAILED 11 o. i o.. I—. . .. -I- I D:oPu2174eUpAns3fef2iEMozLbfw-OiXOQP75Fl B2kG5o4NIBSgzgatRXQEjSGguWwmyW sBD 4'24 12 NAILED 3x4 NAILED 3 12 NAILED NAILED 13 4 Scale:l/2"=1' 0 14 - 15 16 6 7 1 NAILED NAILED 2x3 II NAILED I 5 3x4 = NAILED NAILED NAILED 3x4 = 5-1-9 9-10-1 5-1-9 4-8.7 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20A Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.08 7-10 >999 240 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.31 Vert(CT) -0.07 6-7 >999 240 BCLL 0A Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10A Code FBC2017/fPI2014 Matrix -MS Weight: 44lb FT=20%o LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=129/Mechanical, 2=462/0-10-15, 5=269/Mechanical Max Horz 2=182(LC 8) Max Uplift 4=-77(LC 8), 2=-299(LC 8), 5=-63(LC 8) Max Grav 4=129(LC 1), 2=589(LC 28), 5=321(LC 29) FORCES. (lb) Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 781/134 BOT CHORD 2-7=-191/677, 6-7= 191/677 WEBS 3-7=0/256, 3-6=-734/207 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave--lft; Cat. II; Exp B; En I., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss s 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 betwe n the bottom chord and any other members. 4) Refer to gird r(s) for truss to truss connections. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=299. 6) "NAILED" ini icates 3-1 Od (0.148"x3°) or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 7) In the LOAD ASE(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 Loa s (plf) Vert 1-4= 54, 5-8=-20 Concentrate Loads (lb) Vert 11=51(F=25, B=25) 13=-61(F=-31, B=-31) 14=72(F=36, B=36) 15=6(F=3, B=3) 16=-48(F= 24, B=-24) Walter P. Finn PE No.22639 MTek USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Date: October 4,2018 © WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid or use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desli 1 n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s Safety Inlorn� orage, delivery, erection and bracing of trusses and truss systems, seeANSWII OualHyCdteda, DSO-69 and SCSI BufldIng Component tionavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply 9502 Poinciana Court / Q56506 T15250764 75167 MV2 Valley 3 1 Job Reference (optional) Chambers True, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. I nu UCt 4 UI:bb:13 zU18 rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-su4mel8jObJvMQg_d4GN?1 W3CHrA9mCIVKe3SCyWsBC 2-0.0 r 2-0-0 3x4 i LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20. Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 TCDL 7A Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD i4SPNo.3 4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=25(LC 12) Max Uplift 1=-9(LC 12), 2=-26(LC 12) Max Grav 1=51(LC 1), 2=38(LC 17), 3=28(LC 3) FORCES. NOTES- 1) Wind: ASCI II; Exp B; Er shown; Lum 2) Gable requi, 3) This truss h 4) ` This truss will fit betwe 5) Bearing at j( capacity of t 6) Provide me( Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. r-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. ., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions ;r DOL=1.60 plate grip DOL=1.60 > continuous bottom chord bearing. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1 the bottom chord and any other members. it(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify acng surface. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Walter P. Finn PE No.22839 W rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 A WARNING Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1110-7473 rev. 1010312015 BEFORE USE Design valid r use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � alrusssysierr Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslim. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always r red for stabliity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s brage. delivery. erection and bracing of trusses and truss systems, seeANSUIPII CualEyCNedd, DSB-89 and BCSI Bugdfng Component 6904 Parke East Blvd. Safety lntanq, 8olavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250765 75167 MV4 Valley 3 1 Job Reference (optional) L;namoers I russ, Inc., t-on coerce, t-L o. io. a rvrai 1 r cu i o miicaice. n,.__ I�1-1.,..—.- , _" , ID:oPu2174eUpAns3fef2iEMozLbfw-su4mel8jObJvMQg_d4GN?l WzzHoT9mCIVKe3SCyWsBC 3x4 i 3x4 II 2 3 Scale = 1:12.8 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10A Code FBC2017/TPI2014 Matrix-P Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=59(LC 12) Max Uplift 1=-21(LC 12), 3= 50(LC 12) Max Grav 1=120(LC 1), 3=122(LC 17) FORCES. (Ibl l- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC II; Exp B; E shown; Lun 2) Gable requ 3) This truss t 4) ` This truss will fit betwi 5) Provide me 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. I., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions er DOL=1.60 plate grip DOL=1.60 is continuous bottom chord bearing. > been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide n the bottom chord and any other members. tanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ®WARNING Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MIIEKREFERANCE PAGE M11-7473 rev. 10/03&015 BEFORE USE Design valid br use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Indlvldual building component, not � a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desi in. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always req. Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s I Drage, delivery, erection and bracing of trusses and truss systems, seeANSW11 OuaiCrBeda, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Infornt„aBonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250766 75167 MV6 Valley 2 1 Job Reference (optional) Chambers T inc., rorr rierce, rL 0. WV b Me[ I I LV 10 IVII I en II IUUJII I UJ, II IG. I IIU VUL Y V—Q.IY —10 raye I I D: oPu2174eUpAns3fef2i EMozLbfw-K4e9r58LnvRm_aFABoncXE29dg2puCSRk_Nd?ey W sBB 6-0-0 3x4 11 2 3 3x4 i 3x4 II Scale=1:18.1 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.34 Vert(L-) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a n/a 999 BCLL OX Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight:21 lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD x4 SP No.3 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.:lb/size) 1=194/6-0-0, 3=194/6-0-0 ax Horz 1=95(LC 12) ax Uplift 1= 34(LC 12), 3= 81(LC 12) ax Grav 1=194(LC 1), 3=198(LC 17) FORCES. (lb) Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-145/256 NOTES- 1) Wind: ASCE -10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(!) 3-7-7 to 5-10-4 zone;C-C for members an forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requii s continuous bottom chord bearing. 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss I- s 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 betweE i the bottom chord and any other members. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 M7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING- POW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312016 BEFORE USE. Design valid f r use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system tefore use, the building designer must verify the applicability of design parameters and property Incorporate this design Info the overall bulldIngdesign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always feqq ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSWIr QualityCrBeda, DSB-89 and BCSI BuOd(nQ Component 6904 Parke East Blvd. Safety Infaml flanavaitabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250767 75167 MV8 GABLE 1 1 Job Reference (optional) L;namoers I rus% Inc., ron rlerce, t-L 0. 13U J IVIAI I 1 LU 10 IVII I CK II IUUJll l—, II IU. I I IU — Y V —u, I— kayo I I D:oPu2174eUpAns3fef2i EMozLbfw-oHCX3R9zYDZdbkpN IVlr4SbGb4S 1 dexaze7AX5y WsBA 8-0-0 3 3x4 i 2x3 1 4 3x4 11 Scale = 1:22.9 i LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999 BCLL 0. Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix-P Weight:31 lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD tx4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS �x4 SP No.3 REACTIONS. (lb/size) 1=20/8-0-0, 4=146/8-0-0, 5=370/8-0-0 Max Harz 1=131(LC 12) Max Uplift 1=-9(LC 10), 4=-61(1-0 12), 5= 155(LC 12) Max Grav 1=57(LC 12), 4=149(LC 17), 5=378(LC 17) FORCES. (lb) Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-279/125 WEBS 2-5=-278/382 NOTES- 1) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; En I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-10-4 zone;C-C for members an forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requir, s continuous bottom chord bearing. 3) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss s 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 betwe the bottom chord and any other members. 5) Provide mec anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 5=155. Walter P. Finn PE No.22839 PATek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 10/0&2015 BEFORE USE, Design valid I or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an IndlAdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desig ri. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek° is always requ red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sf rage, delivery, erection and bracing of trusses and truss systems, seeANSW11 QualityCtBeft DSB-89 and BCS1 Banding Component 6904 Parke East Blvd. Solety/nlom{. Boaovallable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56606 T75250768 75167 MVA Valley 1 1 Job Reference (optional) GnamberS I rUj�, Inc., t-on Fierce, FL 0.11:fu 5 nnar I r zu 10 ivn i UK muusuies, mc. r nu vcr 4 ur.00, i o tu r o. rayc , I D:oPu2174eUpAns3fef2i EMozLbfw-oHCX3R9zYDZdbkpNlVl r4SbMv4W Cdfiaze7AX5yW sBA 3-4.0 3-4-0 2 3 3x4 i 3x4 II LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20. Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 TCDL 7. Lumber DOL 1.25 BC 0.12 Vert(CT) n/a Na 999 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (Ib) NOTES- 1) Wind: ASC II; Exp B; En shown; Lum 2) Gable requir 3) This truss h 4) ' This truss will fit betwel 5) Provide me SP No.3 SP No.3 SP No.3 b/size) 1=95/3-4-0, 3=95/3-4-0 lax Harz 1=47(LC 12) lax Uplift 1= 16(LC 12), 3=-40(LC 12) lax Grav 1=95(LC 1), 3=97(LC 17) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions er DOL=1.60 plate grip DOL=1.60 s continuous bottom chord bearing. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 n the bottom chord and any other members. �anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 1, 3. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 1010312016 BEFORE USE. Design valid r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. building des( Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always r" red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, s1 rage, delivery, erection and bracing of trusses and truss systems, seeANS&VII Qua/ByCdfeda, DSB-89 and BCSI Bugdfng Component 6904 Parke East Blvd. safety fnto f/onavoilable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply 9502 Poinciana Court / Q56506 T15250769 75167 MVB Valley 1 1 Job Reference (optional) unamoers I ruse, mc., rort Tierce, rL D.13u s 1viat I I eu I D IVII I er, Imuu5 meb, ImU. I IIU VUL 4 U/:DD: 10 4u 10 rdye I ID:oPu2174eUpAns3fef2iEMozLbfw-GTmvGnAbJW hUDuOZJDp4cf8ORUncM6ykBIsj3XyWsB9 i-4.0 I , N 3 3x4 i 3x4 II Scale = 1:16.8 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) Well , Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) n/a n/a 999 BCLL O.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 19lb Fr=20% LUMBER- BRACING - TOP CHORD x4 SP No.3 �x4 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc puffins, BOT CHORD SP No.3 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ib/size) 1=169/5-4-0, 3=169/5-4-0 ax Horz 1=83(LC 12) ax Uplift 1= 29(LC 12), 3=-71(LC 12) ax Grav 1=169(LC 1), 3=173(LC 17) FORCES. (lb)l} Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE II; Exp B; En and forces & 2) Gable requir 3) This truss he 4) ' This truss t will fit betwe( 5) Provide mec -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-2-4 zone;C-C for members IW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 continuous bottom chord bearing. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. Inical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Walter P. Finn PE No.22839 M7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNING- larify design parameters and READ NOTES ON Tuts AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev- 10103,2015 BEFORE USE, Design valid f r use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IViiTew Is always reqq ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sf age, delivery, erection and bracing of trusses and truss systems, seeANSYMII QualityCtBella, DSB-89 and BCS1 Budding Component 6904 Parke East Blvd. Safety/nfonn, flonavailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250770 75167 MVC GABLE 1 1 Job Reference (optional) cnamoers irus� Inc., MR fierce. r-u � ..a, .. � . ., y ID:oPu2174eUpAns3fef2iEM ozLbfw-GTmvGnAbJ W hUDuOZJ Dp4cf8RM UoGM52kBIsj3XyW sB9 7-4-0 7-4-0 3x4 11 3 5 4 3x4 G 2x3 11 3x4 11 LOADING (psf)� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 TCDL 7.01 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999 BCLL 0.d - Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD x4 SP No.3 TOP CHORD BOT CHORD x4 SP No.3 WEBS x4 SP No.3 BOT CHORD OTHERS x4 SP No.3 REACTIONS. lb/size) 1— 34/7-4-0, 4=145/7-4-0, 5=375/7-4-0 Wax Horz 1=119(LC 12) Wax Uplift 1=-50(LC 17), 4=-61(LC 12), 5= 157(LC 12) Wax Grav 1=74(LC 12), 4=148(LC 17), 5=383(LC 17) FORCES. (lb) Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-291/129 WEBS 1 2-5=-282/412 NOTES- 1) Wind: ASCE II; Exp B; En and forces & 2) Gable requir 3) This truss ha 4) ' This truss will fit be 5) Providemecl 5=157. Scale=1:21.5 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. I., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-2-4 zone;C-C for members AW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s continuous bottom chord bearing. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is 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 i the bottom chord and any other members. anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid f r use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a truss system building desig Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always reqL . 1 ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon, st rage, delivery, erection and bracing of trusses and truss systems, seeANSLOVIi CualByCriteda, DSB-89 and BCSI Build/ng Component 6904 Parke East Blvd. Safstv Infonni iflon3vallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 9502 Poinciana Court / Q56506 T15250771 75167 MVD GABLE 1 1 Job Reference (optional) L,namuers Iruq�, Inc., rurr r-mice, rL I D:oPu2174eUpAns3fef2i EMozLbfw-IfKH U7BD4gpLrl zlswLJ9tgemu8t5YYtQycHbzyW sB8 3 3x4 i 2x3 ll 43x4 II Scale = 1:26.4 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.30 Vert(CT) n/a n/a 999 BCLL 0. Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 4 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix-S Weight: 37lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD �x4 SP No.3 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS x4 SP No.3 REACTIONS. FORCES. (It TOP CHORD WEBS NOTES- 1) Wind; ASC II; Exp B; E and forces 2) Gable requi 3) This truss 1- 4) ' This truss will fit betwi 5) Provide me 5=161. b/size) 1=99/9-4-0, 4=150/9-4-0, 5=385/9-4-0 lax Harz 1=156(LC 12) lax Uplift 4=-63(LC 12), 5=-161(LC 12) lax Grav 1=99(LC 1), 4=153(LC 17), 5=393(LC 17) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2� 259/115 2-5= 287/356 -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4fh Cat. , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-2-4 zone;C-C for members IW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 continuous bottom chord bearing. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 the bottom chord and any other members. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10Ar3/2015 BEFORE USE. Design valid iz r use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component not 6`{ a truss system Before use, the building designer must veilfy the applicability of design parameters and properly Incorporate this design Into the overall building desl is always req Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTeW fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANS%I I1 Cually Credo, DSB-89 and BCS1 Bugding Component 6904 Parke East Blvd. Soletv Intoym r1lonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 1 9502 Poinciana Court / Q56506 T15250772 75167 MVE Valley 1 1 Job Reference (optional) unamuers I ruj$II, inc., t-orr Fierce, t-L t3.idu s iviar 11 zuits rvn i ex mousules, Inc. i nu VCr 4 ut:Obat3 zuib rage 1 ID:oPu2174eUpAns3fef2iEMozLbfw-DrufhTBrr8yCSBYxQdsYi4DswlRoq?d1fcLg8QYWSB7 11.4.0 11-4-0 Scale = 1:31.4 3 3x4 i I 5 2x'3 11 S 4 3x4 11 LOADING (psf, SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7. Lumber DOL 1.25 BC 0.45 Vert(CT) n/a n/a 999 BCLL O.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mall Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 30 ix4 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD SP No.3 except end verticals. WEBS x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS x4 SP No.3 REACTIONS. Ib/size) 1=143/11-4-0, 4=164/11-4-0, 5=475/11-4-0 Wax Harz 1=192(LC 12) Wax Uplift 4=-69(LC 12), 5=-199(LC 12) Wax Grav 1=143(LC 1), 4=230(LC 17), 5=514(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-288/135 WEBS 2-5= 351/390 NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 11-2-4 zone;C-C for members an forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requiiii 3 continuous bottom chord bearing. 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss s 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 betwe the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mec I nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except Qt=lb) 5=199. Walter P. Finn PE No.22839 tA7ekUSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2018 WARNING - I edly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE, Design valid fo, use only with Mil connectors. this design Is based only upon parameters shown, and Is for an Individual building component not a truss system. fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building desig . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requ d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st age, delivery, erection and bracing of trusses and truss systems, seeANSMI1 Auallly CiBedly DSB-89 and BCS1 BuIlding Component 6904 Parke East Blvd. Safety Informc flonovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION__— 3 ^ Center plate on joint unless x, y �4 offsets are indicated, 6-4-8 dimensions shown inft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. 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 BCSI. 0 �,d, c1-2 c2a 2. Truss bracing must be designed by an engineer. For 0 WEBS 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I c 0 bracing should be considered. 00 O U 3. Never exceed the design loading shown and never inadequately braced trusses. a°p stock materials on a0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7"8 �� c5a r— BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. plates 0-1/0 from outside 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 JOINTSARE GENERALLYNUMBEREVAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT 7. Design assumes trusses will be suitably protected from *Plate location details available in MiTek20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 190/. 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-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots, Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11, Plate type, size, orientation and location dimensions Indicated are minimum plating requirements, LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that 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. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted, BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur, 17. Install and load vertical) y unless Indicated otherwise. Min size shown is for crushing only, IIIIIIIIIIIIIIII0 ,g, g 18, Use of green or treated lumber may p y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSIITPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words rleGtE}Pd lA(QOd Truss-Cor7stfuGtieA and pictures)before use. Reviewingpictures alone tsaff loel It. DSB-89: Design Standard for Bracing. e BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015