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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These tru ii[ xeLv on � f�tla v tablished by others. MiTek RE: ;1489980-PSLP-OCONNOR - MiTek USA, Inc. I - 6904 Parke East Blvd. Site Information: �am a, FL 33610-4115 Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: O'CONNER Model. Lot/Block: Subdivision: SCANNED Address: 610 WILLOWS AVE City:', PORT SAINT LUCIE State: FL St Lucie county Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: Gen6ral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind --Code: ASCE 7-10 Wind Speed: 160 mph .Roof Load: 37.0 psf Floor Load: N/A psf This package includes 35 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. ',Seal# Truss Name Date No. Seal# Truss Name Date 1 IT14803979 I A01 8/11/18 118 IT14803996113104 8/11/18 �2 1T148039801 A02 1 8/11/18 119 1T148039971 CO 1 8/11/18 1 13 I IT14803981 1 A03 1 8/11 /18 120 1 T14803998 1 CO2 1 8/11 /18 1 14 1 T1 4803982 1 A04 1 8/11/18 121 1 T148039991 CO3 1 8/11/18 1 15 1 T14803983 1 A05 1 8/11 /18 122 1 T14804000 1 CJ 1 1 8/11 /18 1 6 IT14803984IA06 8/11/18 123 1 T14804001 CJ3 8/11/18 17 1 T1 4803985 1 A07 1 8/11118 124 1 T1 4804002 1 CJ5 8/11/18 18 1 T1 4803986 1 A08 1 8/11/18 125 1 T1 4804003 1 DO 1 8/11/18 1 19 1 T14803987 1 A09 1 8/11 /18 126 1 T1 4804004 1 D02 1 8/11 /18 1 110 I T14803988 J A10 1 8/11/18 127 I T14804005 J EJ3 1 8/11/18 11 I T1 4803989 1 All 1 1 8/11/18 128 I T14804006 J EJ5 1 8/11/18 1 112 I T1480399O I Al2 1 8/11 /18 129 I T14804007 J EJ7 1 8/11/18 113 I T14803991 1 Al 1 8/11/18 130 1 T148040081 HJ3 1 8/11/18 114 1 T1 4803992 1 Al 1 8/11/18 131 1 T1 4804009 1 HJ5 1 8/11/18 1 15 1 T14803993 1 B01 8/11/18 132 1 T14804010 1 HJ7 8/11/18 116 1 T14803994 1 B02 1 8/11/18 133 IT14804011 1 V01 1 8/11/18 1 117 1 T14803995 1 B03 1 8/11 /18 134 1 T14804012 1 V02 1 8/11 /18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. •0 PS 1 A. •E N .'9 •� No 39380 r S OF ���•- . Thomas A. Albanl PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 Albani, Thomas 1 of 2 f I I RE: 1489980-PSLP-OCONNOR - Site Information: Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: O'CONNER Model: Lot/Block: Subdivision: Address: 610 WILLOWS AVE City: PORT SAINT LUCIE State: FL No. I Seal# Truss_ Name I Date $5 1 T14804013 1 V03 1 8/11/18 2of2 Job Truss Truss Type ' Qty Ply I T14803979 1489980-PSLP-OCONNOR A01 Roof Special 3 1 Job Reference (optional) Builders FirsiSource, Fort Piece, FL 34945 8.220 s May 24 2018 MITek Industries, Inc. Sat Aug 11 10:57:33 2018 Page 1 ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-LwORMk6XKg1 nAiCyQdkvUp9V?Bi2pZgkQyvgMEyoxgG 1.1-0-0, 4-4-10 8-9-13 13-3-8 17-9-3 , 22-2-6 1 26-7-0 4-5-3 4-5.11 6.00 F12 ST1.5x8 STP = 4.00 12 4x6 = Scale:)/4"=1' ST1.5x8 STP= 4-4-10 13-3-8 , 22-2-5 , 2fi-/-u , 4-4-10 8-10-14 8-10-14 4-4-10 Plate Offsets (X Y)-- f2:0-7-4 0-1-101 19:0-7-4 0-1-101 f11:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.30 10-11 >999 240 MT20 2441190 TCDL 17.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.66 10-11 >474 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.38 9 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 135lb FT=20% LUMBER- i BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc purlins. BOT CHORp 2x6 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 5-8-10 oc bracing. 11-12,10-11: 2x4 SP No.1 WEBS I 2x4 SP No.3 REACTIONS, (lb/size) 9=958/0-7-10, 2=1033/0-7-10 Max Harz 2=118(LC 11) Max Uplift 9= 228(LC 13), 2= 261(LC 12) FORCES. �lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3897/1670, 3-5= 3745/1779, 5-6=-1395/712, 6-7=-1395/733, 7-8=-3785/1984, 1 8-9=-3936/1863 BOT CHORD 2-12=-1459/3527, 11-12=-748/1752, 10-11= 733/1758, 9-10=-1628/3566 WEBS 7-11=-686/507, 6-11= 446/983, 7-10= 1058/1988, 5-11=-679/506, 5-12=-894/1952 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.16; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-3-8, Exterior(2) 13-3-8 to 19-3-8, Interior(1) 19-3-8 to 26-3-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 1has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit betv�een the bottom chord and any other members. 5) Bearing at;joint(s) 9, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 9 and 261 lb uplift at joint 2. S I Al I i .� P .E N .q<e 2 3 .9 �V F• �/ �� No 39380 10 o16ss�0 ��eallielee Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 1010312015 BEFORE USE sot Design valid for use only wnh MITek® connectors. This design is based only upon parameters shown, and Is for an IndlAdual bullding component, not a truss systems Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desiggn. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonai temporary and permanent bracing MiT®k7 is always regrjtred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANS&WIF ®ual@yCiBedo, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety /ntolmotfoipvailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1 Job Truss Truss Type aty Ply I T14803980 1489980-PSLP-OCONNOR A02 Roof Special 9 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34M 8.220 s May 24 2018 MITek industries, Inc. Sat Aug 11 10:5/:35 2018 Page 1 849 I D:1 EBP8Sd7kENKd6cE_zFrltyoyU6-Hl7BnPBosHHUPOMLX2nNZEEsf ?NW HSP12u7F-7O-0n,R7yoxgE -1-0-0 4-4-10 3 -526 , 26-7-0 10-O4-4-10 4-5-11 47 3 4-4-10 i Scale:1/4"=1' 4x6 = 6.00 F12 4.00 12 4-4-10 13-3-8 22-2-6 , 2ti-/-u , 4-4-10 B-10-14 8-10-14 4-4-i0 Plate Offsets (X Y)-- (2:0-7-12 0-1-10) (10:0-7-12 0-1-101 f13:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.29 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.65 12-13 >478 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.38 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 137lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc puffins. BOT CHORD 2x6 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-3-2 oc bracing. 13-14,12-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1031/0-7-10, 10=1031/0-7-10 Max Horz 2= 116(LC 10) Max Uplift 2= 260(LC 12), 10= 260(LC 13) i FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3889/1640, 3-5=-3737/1750, 5-6=-1390/702, 6-7=-1390/696, 7-9_ 3737/1721, 1 9-10= 3889/1609 BOT CHORD 2-14=-1389/3519, 13-14=-672/1747, 12-13=-702/1747, 10-12= 1385/3519 WEBS . 6-13= 417/979, 7-13= 6781499, 7-12= 853/1949, 5-13=-678/495, 5-14=-875/1949 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-3-8, Exterior(2) 13-3-8 to 19-3-8, Interior(1) 193-8 to 27-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of "bIearing surface. 6) Provide mdchanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 2 and 260 lb uplift at joint 10. I 0 IC? m 0 ,1�f1iL61A1�,��' :A'-Oop,S A No 39380 \_�,� C? � s"ON.A%-E %%% alll►1+ Thomas A. Alban) PE No:39380. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: Auaust 11.2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only wlih 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 design, Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MfTek' [so] ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSW11 Auaidy Cdleda, DSB-89 and SCSI BuBding Component 6904 Parke East Blvd. Safety intamoBotravaltable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply i T14803981 1489980-PS11P-OCONNOR A03 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2016 Mi I eK industries, Inc. Sat Aug 11 10:57:36'Gdl8 rage 7 ID:IEBP8Sd7kENKd6cE_zFrltyoyU6-IVhZ?IBQdbPL1AxX5mid6Sn?yOg80u8B7v7KzZyoxgD -1-0-0 5-6-9 10-6-10 13-3-8 17-9-3 22-2-5 26-7-0 1-0-0 5-6-9 5-0-1 2-8-14 4-5-11 4-_ - 4-4-11 Scale=1:49.8 46 = 6.00 FIT ST1.Sx8 STP = 10 14 3x4 = 3x6 = 2x4 11 OHS Iq 19 0 ST1.5x8 STP = 4.00112 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.53 BC 0.90 WB 0.78 Matrix-SH DEFL. in (loc) Well Ud Vert(LL) -0.29 10-11 >999 240 Vert(CT) -0.67 10-11 >466 180 Horz(CT) 0.27 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight:141 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. Except: 5-14: 2x4 SP No.3, 9-10: 2x6 SP No.2 10-0-0 oc bracing: 12-14 WEBS I 2x4 SP No.3 REACTIONS'', (lb/size) 9=962/0-7-10, 2=1042/0-7-10 Max Horz 2=119(LC 11) Max Uplift 9=-226(LC 13), 2= 256(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1737/793, 3-5= 2274/1082, 5-6=-1398/702, 6-7=-1396/732, 7-8— 3832/1978, 8-9=-3985/1856 BOT CHORD 2-15_ 605/1472, 5-12=-259/669, 11-12=-840/2039, 10-11=-728/1761, 9-10= 1622/3613 WEBS 3-15= 712/361, 12-15= 649/1614, 3-12=-222/595, 5-11=-963/580, 6-11=-418/949, 7-11=-687/502, 7-10=-1057/2035 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VU11=160Mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., ,.t,1'1111110p�1 GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-3-8, Exterior(2) 13-3-8 to 19-3-8, ,%oa®�Pg A. ,�4 ��i,, Interior(1) 19-3-8 to 26-3-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; O e Lumber DOL=1.60 plate grip DOL=1.60 ��,`�,•'•\Ci E N S , 9/Ij �j 3) All plates 4e MT20 plates unless otherwise indicated. �� �' �• •• �i 4) This truss fias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 39380 • 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. •, 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at joint 9 and 256 lb uplift at joint2. i,��• p N A` Thomas A. Alban[ PE No:39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11.2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a tamsystem. Before 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. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 QualltyCtfteda, DSS-89 and SCSI Sugding Component 6204 Parke East Blvd. Safety ►nfotmotionovaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply T14803982 1489980-PSLIP-OCONNOR A04 Roof Special 1 1 i Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MI I eK Industries, Inc. Sat Aug i l 1U:5/:37 zui a rage t I D:1 E8PBSd7kENKd6cE_zFrltyoyU6-DhFxC592OvXCeJWkfTpsefKAYo291StKLZttW?yoxgC 1-0-0 6-11-0 13-3-8 19-4-8 25-4-8 26-7-0 , 1-0-0 6-11-0 6-4.8 6-1.0 6-0-0 1-2-8 ' 4x6 = 6.00 12 Scale=1:49.1 ST1.5x8 STP = V n 3x4 = 3x4 = 3x4 = 5x8 =3x6 II 3x4 i 1.3111.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.20 10-12 >999 240 MT20 244/190 TCDL 7.o Lumber DOL 1.25 BC 0.79 Vert(CT) -0.31 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.05 8 n/a ri/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 cc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing. WEBS 1 Row at midpt 5-9 REACTIONS. (lb/size) 2=1039/0-7-10, 8=965/Mechanical Max Horz 2=195(LC 12) Max Uplift 2=-257(LC 12), 8=-238(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1672/795, 3-4=-14841797, 4-5= 1440/770, 5-6=-345/197, 6-7= 365/175, 7-8=-1009/468 BOT CHORD 2-12=-806/1416, 10-12=-469/948, 9-10=-718/1383 WEBS 3-12= 336/364, 4-12=-273/586, 7-9=-454/946, 4-10=-247/549, 5-10=-343(338, 5-9=-1224/656 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18E MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-3-8, Exterior(2) 13-3-8 to 19-4-8, Intedor(1) 19-4-8 to 25-4-8, Exterior(2) 25-4-6 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss lias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to gir6r(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 2 and 238 lb uplift at joint 8. 0 No 39380 !cc: r a 1 " N"o % .01 Thomas A. Alban) PE No,39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1aVZ2015 BEFORE USE Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and Is for an Individual building component not wit a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMIJ Hual@yCdfedo, DSB.89 and BCSIBuOding Component Safety/nformotbnovailable 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 T14803983 1489980-PSLIP-OCONNOR A05 Roof Special 1 1 j Job Reference o tional Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:38 2018 Page 1 ID:1 E8PBSd7kENKd6cE_zFrltyoyU6-itpJPRAg9Cf3GT5wDBK5BtsLFCOeUriUaDcR2RyoxgB -1-0-0 6-11-0 13-3-8 17-4-8 23-4.8 26-7-0 1-0.0 6-11-0 6-4-8 4-1-0 6-0-0 3-248 Scale =1:49.0 4x6 = ST1.5x8 STP = 3x4 i 8-11-8 6.00 Ft2 a � 3x4 = 3x4 = 3x8 = 6x8 = 26-7-0 LOADING (psf) TCLL 26.0 TCDL 7.0 BCLL 6.0 ' BCDL 10.0 i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/fP12014 CS1. TC 0.54 BC 0.77 WB 0.58 Matrix-SH DEFL. in Vert(LL) -0.22 Vert(CT) -0.35 Horz(CT) 0.04 (loc) I/deft Ud 9-11 >999 240 8-9 >891 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 143lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-5-6 oc bracing. I REACTIONSi (lb/size) 2=1039/0-7-10, 8=965/Mechanical Max Horz 2=195(LC 12) Max Uplift 2= 257(LC 12), 8=-238(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1656/820, 3-4=-1484/818, 4-5= 1483/885, 5-6=1256/723 BOT CHORD 2-11= 813/1417, 9-11= 471/945, 8-9=-318/559 WEBS 3-11=-337/367, 4-1 1=279/587, 4-9=-344/657, 5-9� 909/612, 6-9= 390/891, 6-8=-970/585 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASOE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.186; MW FRS (envelope) and C-C Extefior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-3-8, Exterior(2) 13-3-8 to 17-4-8, Interior(l)S oc;Exterior(2) DOL= (er B 60 plate grip DOL1cantilever0 to 26-5-4 zone; left and right exposed ;C-C for members and forces & MW®,` ONS>t A- q����i, 3) Provide adequate drainage to prevent water ponding. o� �• • • • • • 4B 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `®��,``2` •.� G E N/ 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. No 39380 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 2 and 238 lb uplift at joint 8. .. o � i #f N Thomas A. Albani PE No.39380 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MlI-7473 rev, f0/03/2015 BEFORE USE Design valid for 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 design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MITek" Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto age• delivery, erection and bracing of trusses and truss systems, seeANS&7PIT QualityCrfleda, DSB-89 and BCS/ Sugd/ng Component 6904 Parke East Blvd. Safety Informal lonavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Oty Ply T14803984 1489980-PSLP-OCONNOR A06 Roof Special 1 1 ' Job Reference (optional) itwlaers rirsl5ource, ron rlece, rL s41d4o O.GGV J IYIQy GY LV 1 U IYII 1 tln II IUUJLI ItlO, III . y 1 ayo ID:1 E8PBSd7kENKd6cE_zFrltyoyU6-A3NidnBlwW nwudf6murKk4PW 8cl5DLJdptM_auyoxgA 23-4-8 -1-0-0 6-11-0 13-3.8 75-4.11 1 16-11-6 21-4-8 23-0-14 26-7-0 7.0-0 6.11-0 6-4-8 2-1-0 1-6-14 4-5.2 1-8-6 0- 0 32-6 4x6 = Scale=1:49.7 6.00 F12 4 3x8 = ST1.Sx8STP= It is IV 9 3x4 i 3x4 = 3x4 = 3x8 = 4x6 = 2x4 11 3x6 11 i -6 , 21-4-8 6-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.15 2-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.33 2-18 >937 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.14 9 n/a n/a BCDL 10.o Code FBC2017/TP12014 Matrix-SH Weight: 173lb FT = 20% LUMBER- i BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP N0.2 `Except" 6-15: 2x6 SP M 26, 10-12: 2x4 SP No.3, 15-17: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 i REACTIONS. (lb/size) 2=1039/0-7-10, 9=965/Mechanical Max Harz 2=195(LC 12) Max Uplift 2=-257(LC 12), 9=-238(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-3=-1655/819, 3-4=-1483/817, 4-5=-12221761, 5-6=-1078/671, 6-7=-1367/833, I 7-8= 1123/591, 9-11=-928/503, 8-11=-918/506 BOT CHORD 2-18=-840/1416, 16-18=-496/945, 15-16=-566/1079, 14-15=187/313, 13-14=-456/943 WEBS 3-18= 334/364, 4-18— 284/562, 5-16= 681/401, 7-14_ 355/577, 8-13= 444/942, 4-16= 269/515 Structural wood sheathing directly applied or 3-11-6 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. I NOTES- 1) Unbalance6 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extefior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-3-8, Extedor(2) 13-3-8 to 15-4-8, Interior(1) 1I5-4-8 to 21-4-8, Exterior(2) 21-4-8 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss Has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss1has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to gir6er(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 2 and 238 lb uplift at joint 9. I E IV No 3.9380 o,.6 '9/ N Al-� C� % . n n +++ Thomas A. Milani PE No.39380 MITek USA, inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: August11,2018 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE Design valid for use only with MITeW 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 WeW is always required fabrication. stotage, 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, seeANS&Vtl QualltyClHerla, DS8d9 and BCSI BuQding Component 6904 Parke East Blvd. Safety /nfotlnaHotlavaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14803985 1489980-PSLP-OCONNOR A07 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:40 2018 Page 1 IDA EBP8Sd7kENKd6cE_zFrltyoyU6-eGx4g7BwhgvnVnEIKbNZGIygZOBsyIcm1X5X6Kyoxg9 1-0-0 6-0-0 13-0-0 19-7-0 25-0-8 26-7-0 1-0-0 6-0-0 7-0-0 6-7-0 5-5-8 1-6-8 Scale: 1/4"=l' co O 5x8 = 4x6 = 4 16 17 5 3x4 = 2x4 11 3x4 = 3X8 = uno 11 25-0-8 N to co LOADING (Rsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud. PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.07 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.16 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' BOT CHORD 8-9: 2x4 SP No.2 WEBS REACTIONS. (lb/size) 9=965/Mechanical, 2=1039/0-7-10 Max Horz 2=212(LC 12) Max Uplift 9=-184(LC 13), 2=-253(LC 12) FORCES. (1i) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 2-3= 1746/828, 3-4=-1188/644, 4-5=-782/546, 5-6— 915/511, 6-7=-11181753, 6-8_ 274/195, 7-9=-898/539 BOT CHORD' 2-13=-895/1485, 12-13= 895/1485, 10-12=-545/990 WEBS 3-13=0/278, 3-12= 552/385, 4-12= 94/424, 4-10— 357/223, 7-10= 363/762 Structural wood sheathing directly applied or 4-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-2-11 oc bracing. 1 Row at midpt 4-10 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCJE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp B; Encl., GCpi=0.181 MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Extedor(2) 13-0-0 to 19-0-0, Interior(1) �9-0-0 to 19-7-0, Exterior(2) 19-7-0 to 25-0-1, interior(1) 25-0-1 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss tias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to giroer(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 9 and 253 lb uplift at joint 2. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PS A-�A����'i No 3.9380 * % �i�O,��•, O R 1 � P,;��=�s % Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 1 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10/03/2015 BEFORE USE Design valid for use only wilh 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 design. Bracing indicated Is to buckling Individual truss Additional temporary bracing prevent of web and/or chord members only. and permanent Is always requ led for stability and to collapse with Injury and damage. For the 61IiiTek- prevent possible personal properly general guidance regarding fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11 Cualfly Cdleda, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety ln/oangtlolravallabie from Truss Plate institute, 218 N. Lee street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 1 Job Truss Truss Type Oty Ply T14803986 1489980-PSLIP-OCONNOR A08 Roof Special 1 1 Job Reference (optional) tsuuaers ruslaource, rort riece, rL ewawo -1-0-01 6-0-0 1-0-0 6-0-0 ar � �.,, ID:1EBP8Sd7kENKd6 E_zFrltyoyU6-6SVS2TCZR71e7xpVuYu. 16-3-8 21-7-0 5-3-8 5-3-8 1-5 88 5x8 = 2x4 11 4 17 5 18 5x8 = 6 V Uug PUbhGbwGBr5fmyoxg8 26-7-0 3-6-8 Scale: 1/4'=1' 2x4 11 4x6 = 3x4 ST1.5x8 STP= " " U 3x4 = 2x4 11 3x4 = 3x4 = 3x8 = 3x4 = 3x6 II I 6-0-0 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.06 14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.12 12-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONSI (Ib/size) 10=965/Mechanical, 2=1039/0-7-10 Max Horz 2=222(LC 12) iMax Uplift 10= 249(LC 9), 2=-236(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD! 2-3= 1722/824, 3-4=-1303/697, 4-5=-1110/657, 5-6=-1110/657, 6-7= 776/415, 7-8=-795/423, 8-10=-920/525 BOT CHORDI 2-15=-927/1459, 14-15=-927/1459, 12-14=-655/1113, 11-12= 379/710 WEBS 3-14= 419/325, 4-14=-122/358, 5-12= 321/281, 6-12=-354/612, 6-11= 329/294, 8-11= 450/827 1-5-8 ' 3-6-8 PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-10 oc bracing. NOTES- 1) Unbalat ce! roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18,� MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Exterior(2) 11-0-0 to 17-0-0, Interior(1) 17-0-0 to 21-7-0, Exterior(2) 21-7-0 to 23-0-1, Interior(1) 23-0-1 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss I�as 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 betty en the bottom chord and any other members. 6) Refer to giraer(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint 10 and 236 lb uplift at joint 2. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. N M ONS E N "1<e eili No 39380 o,�S'S,� N A' E��o`• Thomas A. Albanl PE No.39380 MiTek USA, Inc, FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 I A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for on individual building component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building designr1. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �t/� eW IY101T Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabrication, sto{age, delivery. erection and bracing of trusses and truss systems, seeANSW11 CualltyCdferfa, DSB-89 and BC81 Building Component 6904 Parke East Blvd. Safety tnformaHonavdlable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply T14803987 1489980-PSLP-OCONNOR A09 Half Hip 1 1 Job Reference (optional) Builders Fir'stSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:41 2018 Page 1 ID:1 EBPBSd7kENKd6cE_zFrltyoyU6.6SVS2TCZR7le7xpVuJuopVUtfPPChCRwGBr5fmyoxgB -1-0-0I 4-9-4 9-0-0 17-7-12 26-7-0 �11-0 4-9-4 4-2-12 8-7-12 8-11-4 ' Scale=1:46.6 6x8 = 7x10 = 12 4x6 = 3x4 i 3x4 = 5x8 = 3x8 I I 9-0-0 17-7-12 26-7-0 9-0-0 8-7-12 8-11-4 Plate Offsets (X Y)-- i2:0-2-10 0-1-81, f4:0-4-0,0-1-151, i5:0-5-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.33 7-8 >952 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.04 7 n/a n/a BCDL 10.o Code FBC2017/TP12014 Matrix-SH Weight:151 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-7 oc purlins, 1-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-10-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-8 REACTIONS. (Ib/size) 7=965/Mechanical, 2=1039/0-7-10 Max Horz 2=19B(LC 12) 1 Max Uplift 7= 286(LC 9), 2=-221(LC 12) FORCES. (Ip) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1699/906, 3-4= 14907751, 4-5= 1386/732, 5-6=-1385/731, 6-7=-886/550 BOT CHORD 2-10=-1002/1462, 8-10= 729/1280 WEBS 3-10— 200/310, 4-10=-68/385, 5-8=-562/487, 6-8=-813/1520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.181; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to 17-7-12, Interior(1) 17-7-12 to F6-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adgquate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 7 and 221 lb uplift at joint 2. 1 0`''�1►1111l1Ot��' o�oop,S A- '�4e�'�. E N S .'92�ii No 39380 411 r � r ♦ 41 ; .#4*1,r�SeC? Thomas A. Albany PE No.39380 MITek USA, Inc. FLBert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: i August 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MRekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before 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. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stoiage, delivery, erection and bracing of trusses and truss systems, seeANSWII Qualify Cdfeft DS949 and BCSI Building Component 6904 Parke East Blvd. Safety lnlolmodonavdlable from truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandila, VA22314. Tampa, FL 33610 Job Truss Truss Type r Oty Ply Half Hip Girder 1 1 T14803988 1489980-PSLP-OCONNOR A10 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 uzzu s May z4 201 a MITetc industries, inc. Sat Aug n l 0:5/:43 2018 rage i ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-2rcCTBEpzIHMMEzt?kwGuwZ6jD4E91 kDkVKCjfyoxg6 1-0-0 7-0-0 13-6-15 20-0-1 26-7-0 1.0-0 7-0-0 6-6-15 6-5-3 6.6-15 Scale: 1/4°=l' m j 1 0 Special NAILED NAILED NAILED NAILED 4x6 = NAILED NAILED 3x4 = NAILED 3x6 = 3x4 = NAILED NAILED 5x8 = 3 12 13 144 15 5 16 6 17 18 19 7 3x6 — 3x4 = 5x8 5xB = __ Special NAILED NAILED 3xB MT20HS I I NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.94 Vert(LL) 0.21 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.37 10-11 >850 180 MT20HS 187/143 BCLL 6.0 ' Rep Stress Incr NO WB 0.91 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 i Code FBC2017lFP12014 Matrix-SH Weight: 133 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. 4-11,6-10,7-9: 2x4 SP No.2 WEBS 1 Row at midpt 7-9 REACTIONS! (lb/size) 8=2035/Mechanical, 2=1922/0-7-10 Max Horz 2=160(LC 23) Max Uplift 8=-725(LC 5), 2=-642(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-3=-3576/1230, 3-4=-3130/1135, 4-6=-3995/1450, 6-7=-2985/1068, 7-8=-1900/776 BOT CHORDI 2-11=-1129/3087, 10-11=-1450/3995, 9-10=-1068/2985 WEBS 1 3-11 =-1 68/1029, 4-11=-989/406, 4-10=-246/349, 6-10_ 437/1154, 6-9=-1281/731, 1 7-9— 1196/3339 NOTES- 1) Wind: ASOIIE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. �,,>t►'�� - A. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss f)as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. by `♦♦% j o♦♦ rO`v` G E N 3 �•.• �,, 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 2-0-0 wide will fit between the bottom chord and any other members. ,� ��` .•� 2 �' '• ii 6) Refer to girder(s) for truss to truss connections. :• NO 39380 s 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 725 lb uplift at joint 8 and 642 lb uplift at * .• joint 2. 8) "NAILED" indicates 3-10d (0.148"xX) or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. :. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 237 lb up at 7-0-0 on top chord, and 323 lb down and 96 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is : 7:0 <U� the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10 �i''�� .• f3 1 Q••.♦,♦o LOADAStandard vcs •....••• �%�.O C,,,♦, + RogIf Liv 1) D (balanced): Lumber Increase=1.25, Plate Increase=1.25 d N Ai, Uniform Loads =- Vert: 1-3=-54, 3-7= 54, 2-8=-20 Thomas A. Alban) PE Nd:39380 MR USA, Inc. FL.Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 Q WARNING - rerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE Design valid for 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 design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing KWIC prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUM11 CuallfyCrBeda, DS"9 and BCSI BuOding Component 6904 Parke East Blvd. Safety informopmnavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314, Tampa, FL 33610 Job Truss Truss Type city Ply T14803988 1489980-PSLP-OCONNOR A10 Half Hip Girder 1 1 Job Reference (optional) bunaers rrrsiaource, MIL mace, rL 04Uw0 ""Y ID:1 EBPBSd7kiWKd6CE_zFrltyoyU6-2reCTSEpzlHMMEzt?kwGuwZ6jD4E91 kDkVKCjfyoxg6 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-155(B) 5=-105(B) 11— 323(B) 12=-105(B) 13=-105(B) 14=-105(B) 15=-105(B) 16=-105(B) 17=-105(B) 18= 105(B) 19=-105(B) 20_ 58(B) 21= 58(B) 22=58(B) 23= 58(B) 24=-58(B) 25=-58(B) 26= 58(B) 27= 58(B) 28=-58(131) ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMH-7473 rev. 1010312015 BEFORE USE Design valid fdr 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 building design. use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Bracing indicated,ls to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding line fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Quality CrBenh, DS"P and BCSI Building Component Safety Intonnotl0navallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job i Truss Truss Type ' Qty Ply IP-OCONNOR T74803989 1489980-PS All Hip 1 1 I Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 ,-1-1I01 5-9-4 w 0 4x6 = 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:44 2018 Page 1 ID:1 EBPBSd7kENKd6cE_zFrltyoyU6-W 1 AbgUFRk2QD_OY4ZRRVQ860rdToucOMy931F5yoxg5 15-7-0 20-9-12 26-7-0 i 4-7-0 5-2-12 5-9-4 4x6 = Scale=1:46.4 ST1.6x8 STP = 3x4 = 3x4 — 2x4 11 3x4 = 5x6 = 2x4 11 5 9-4 11-0-0 15-7-0 20-9-12 26-7-0 5-9-4 5-2-12 4-7-0 5-2-12 5-9-4 Plate Offsetsl(X Y)-- 12-0-1-0 Edgel fT0-1-0 Edgel f9:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.22 8-9 >999 240 MT20 244/190 TCDL 7.o Lumber DOL 1.25 BC 0.66 Vert(CT) -0.30 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES - WB 0.40 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 126Ito FT=20% LUMBER- , BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS! (lb/size) 7=968/Mechanical, 2=1042/0-7-10 Max Horz 2=100(LC 11) Max Uplift 7= 217(LC 13), 2= 247(LC 12) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORDI 2-3=-1745/963, 3-4=-1318/777, 4-5= 1124l759, 5-6=-1320/796, 6-7=-1806/983 BOT CHORD! 2-11= 797/1483, 10-11=-797/1483, 9-10=-450/1124, 8-9— 798/1553, 7-8=-798/1553 WEBS 1 3-10=-487/399, 4-10— 128/343, 5-9=-148/353, 6-9= 559/445 Structural wood sheathing directly applied or 3-11-15 oc puffins. Rigid ceiling directly applied or 6-5-0 oc bracing. NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18j MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interfor(1) 5-0-0 to 11-0-0, Extefior(2) 11-0-0 to 24-0-13, Interior(1) 24-0-13 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss f�as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trussi has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girtler(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 7 and 247 lb uplift at joint 2. I �v%,20 G �e No 39.380 441 • Thomas A. Albaril PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 1010312016 BEFORE USE. -- Design valid fof use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �� a inns system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building designr1. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IVBiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11 Cua/ByCdfetla, DSB-89 and SCSi Bulfdwg Component 6904 Parke East Blvd. Safety Wonnallonavallabte from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type ' Oty Ply I T14803990 1489980-PSLP-OCONNOR Al2 Hip 1 1 j Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:45 2015 Page 1 ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-?DkzugF3VMY4cY7G79ykzLfaH1 nid6OVBpployyoxg4 -1-0-01 4-9-4 9-0-0 13-3-8 17-7-0 21-9-12 26-7-0 �0 4-9-4 4-2- O 4-3-8 4 3-8 4-2-12 4-9-4 I Scale=1:46.4 4x6 = 3x4 = 5 4x6 = 14 ST1.Sx8 STP = I 3x4 = 3x6 3x6 = 3x8 = 3x8 = 9-0-0 17-7-0 26-7-0 9-0-0 8-7-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.16 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.35 8-9 >909 180 BCLL 0.0 Rep Stress incr YES WB 0.20 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 129lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS I 2x4 SP N0.3 REACTIONS. (lb/size) 8=968/Mechanical, 2=1042/0-7-10 Max Horz 2=84(LC 9) Max Uplift 8= 201(LC 13), 2= 231(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD!,2-3=-1704/1040, 3-4= 1470/868, 4-5=-1275/840, 5-6=-1298/837, 6-7= 1497/867, 7-8=-1775/1068 BOT CHORD, 2-11=-859/1468, 9-11= 668/1400, 8-9=-873/1552 WEBS 3-11=-240/327, 4-11 =-1 85/429, 5-11=-270/208, 6-9= 207/439, 7-9=-305/373 Structural wood sheathing directly applied or 3-11-8 oc puriins. Rigid ceiling directly applied or 6-2-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC,E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18{ MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 9-0-0, Extedor(2) 9-0-0 to 26-0-13, Interior(1) 26-0-13 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss lias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This trussi has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to gir6r(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 8 and 231 lb uplift at joint 2. `v.Pse Ae'A�s��°i No 39380 • it • i .•. : �441:a. s �ONA l � %% Thomas A. Mani PE No.39380 Mffek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING - f/erily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI67473 rev. 1010312015 BEFORE USE Design valid foj' use only weh 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 desig7rj. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent always re . lred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. stolage, delivery, erection and bracing of trusses and truss systems, seeANS&711 CualByCideda, DSB-89 and SCSI Buld/ng Component 6904 Parke East Blvd. So/etvInfo/mahbnavailable from Truss Plate Institute, 218 N. Lee Street, Suile 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14803991 1489980-PSLP-OCONNOR A13 Hip 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:46 2018 Page 1 I D:1 E8P8Sd7kENKd6cE_zFrltyoyU6-TQIL5AGhGggxDiiShsTzW ZBfyQ9zMYifQTYsK_yoxg3 -1.0-0 7-0-0 13-3-8 19-7-0 26-7-0 1-0-0 1 7-0-0 6-3-8 6.3-8 7-0-0 5x8 = 5x8 = 3 11 4 12 5 13 26-7-0 Scale=1:46.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.12 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.21 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.06 6 n/a n/a BCDL 16.0 i Code FBC2017/TP12014 Matrix-SH Weight: 118lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=968/Mechanical, 2=1042/0-7-10 Max Horz 2=68(LC 12) Max Uplift 6= 196(LC 8), 2� 214(LC 9) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD' 2-3=-1681/884, 3-4= 1840/1103, 4-5= 1840/1103, 5-6= 1719/925 BOT CHORD, 2-9— 657/1409, 8-9=-656/1416, 7-8=-693/1463, 6-7= 693/1455 WEBS 3-9=0/290, 3-8=-274/584, 4-8=-373/321, 5-8=-218/545, 5-7=0/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. II; Exp B; Encl., GCpi=0.181 MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-0-0, Exterior(2) 7-0-0 to 15-5-13, Intedor(1) 15-5-13 to I19-7-0, Exterior(2) 19-7-0 to 26-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ,,,��161®I�19�� 3) Provide adequate drainage to prevent water ponding. ♦`0 PS A• q4 4) This truss I)as 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 *e♦��` .• \ G E N S' • •. �/L �o will fit between the bottom chord and any other members. : �' ✓� 6) Refer to gir ier(s) for truss to truss connections. NO 39380 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 6 and 214 lb uplift at �_ r joint 2. — 0 R %1D N `♦♦ I Thomas A. Albanl PE No.39380 MITek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. iQ/v=oi5 BEFORE USE. Design valid for 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 design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, stofage, delivery, erection and bracing of trusses and truss systems, seeANSW11 QuardyCrlfedd, DSO-89 and BCS1 Bu1ldfng Component 6904 Parke East Blvd. Safety lnfonnalroiiavailabte from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty 1 Ply T14803992 1489980-PSLIP-OCONNOR A14 Half Hip Girder 1 1 Job Reference (optional) tiutiaers I-irsunource, ' -1-0-0I 1-0 o 4 6.00 FIT am yj 1 0 MR McGS, r-L "J4`J45 Special 4x6 = 3 O.ZeU 5 Wldy Z'i eU 10 rYlr 1 ex rnUU,U1U5, InG. OdL HUy I I 1 V:O r:wr GU 10 rdyu 1 ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-xcsjlW HK1 zonrsHfEa?C2mkr1 qQW 5b(of71 PsQyoxg2 19-4-1 1 26-7-0 7-2-15 NAILED NAILED NAILED NAILED NAILED 3x6 = NAILED 3x6 12 13 14 4 15 16 5 Scale=1:46.5 NAILED 3x4 = NAILED NAILED NAILED Sx8 6 17 18 19 7 ST1.5x8STP= .1 20 21 22 .- 23 24 25 - 26 27 28 a 3x6 = 3x6 = NAILED NAILED NAILED 5x8 = NAILED NAILED 5x8 = NAILED NAILED NAILED 4x6 II Special NAILED NAILED 5-0 0 12-2-15 19-4-1 26-7-0 5-0-0 7-2.15 7-1.3 7-2-15 Plate Offsets (X Y)-- f8-Edge 0-3-8) 19:0-3-8 0-2-8) f 10:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.31 9-10 >999 240 MT20 244/190 TCDL 7.o Lumber DOL 1.25 BC 0.91 Vert(CT) -0.48 9-10 >646 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.09 8 n/a n/a BCDL 10.o Code FBC2017lrP12014 Matrix-SH Weight: 127 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except' TOP CHORD 1-3: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 "Except' WEBS 4-11,6-10,7-9: 2x4 SP No.2 I REACTIONS! (lb/size) 8=1526/Mechanical, 2=1553/0-7-10 Max Horz 2=119(LC 8) Max Uplift 8=-621(LC 5), 2= 547(LC 5) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD; 2-3=-2865/1071, 3-4=-2517/985, 4-6=-4119/1683, 6-7=-3308/1348, 7-8=-1418/665 BOT CHORD' 2-11=-977/2469, 10-11_ 1683/4119, 9-10=-1348/3308 WEBS 11 3-11= 142/871, 4-11=-17041770, 4-10— 58/256, 6-10= 356/862, 6-9=-915/603, 7-9= 1391/3413 Structural wood sheathing directly applied or 3-3-6 oc purlins, except end verticals. Rigid ceiling directly applied or 4-10-0 oc bracing. 1 Row at midpt 4-11, 7-9 NOTES- 1) Wind: ASC;E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.181 MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss f as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girtler(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 621 lb uplift at joint 8 and 547 lb uplift at joint 2. 7) "NAILED" indicates 3-1od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 209 lb up at 5-0-0 on toll chord, and 114 lb down at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Verlt: 1-3=54, 3-7=-54, 2-8= 20 i .°°°PS' AA,�oO�i � .ram • GE N No 39380 � * r 0 R 1 O •.• �N_ 0% 110 •,�S'`S��PVAE ` Thomas A. Alban( PE No,39380 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING - edfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. IOM312015 BEFORE USE Design valid foi 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 design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11 OualEyCtBerta, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Informallorravallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply T14803992 1489980-PSLP-OCONNOR A14 Half Hip Girder 1 1 j Job Reference (optional) - Q Auni 1lb A­r11G D-O Buiiders Firs'Source, MR tlece, rL 34`J40 o.ccv o mny ..,.ou 1—, n .. vu...,.y , , ., , ,.y.. 0:1 E8PBSd7kENKd6cE_zFrltyoyU6-xcsjlW HK1 zonrsHfEa?C2mkrl gQW5txof7lPsQyoxg2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-137(F) 5=-61(F) 11=-70(F) 6=-61(F) 9= 26(F) 12— 61(F) 13— 61(F) 14=-61(F) 15=-61(F) 16=-61(F) 17=-61(F) 18=-61(F) 19= 61(F) 20=-26(F) 21=-26(F) 22=-26(F) 23=-26(F) 24=-26(F) 25=-26(F) 26= 26(F) 27= 26(F) 28=-26(F) I I I I I I ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIEK REFERANCE PAGE MX7473 rev. f0, 03/2015 BEFORE USE Design valid fo(use only with MITeM 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 app4icab0ity 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. Additlonal temporary and permanent bracing nA IVIi lT ek7 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSOVII QualityCfBelfa, DSB-89 and SCSi Building Component 6904 Parke East Blvd. Safety infonnoHonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14803993 1489980-PSLP-OCONNOR B01 Common Girder 1 2 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:49 2018 Page 1 ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-t?zUjCIaZb2V49Q1 M_l g7BpBReBrZmb56RnWxJyoxgO , 5.5-4 10-4-0 15-2-12 20-8-0 1-0-0 5-5-4 4-10-12 4-10-12 5-5-4 5x8 = Scale=1:39.5 LOADING lost) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 TCDL 7.0 Lumber DOL 1.25 BC 0.60 BCLL 0-0 ' Rep Stress Incr NO WB 0.89 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 I REACTIONS (lb/size) 6=5306/0-7-10, 2=3930/0-7-10 Max Harz 2=95(LC 7) Max Uplift 6=-1437(LC 9), 2=-1176(LC 8) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 8083/2412, 3-4= 7939/2415, 4-5= 8534/2387, 5-6= 8662/2386 BOT CHORD' 2-9=-2149l7096, 7-9— 1388/5071, 6-7=-2060/7658 WEBS 4-7=-1209/4667, 4-9=-1264/3712, 3-9=-246/279 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.18 7-9 >999 240 MT20 244/190 Vert(CT) -0.32 7-9 >740 180 Horz(CT) 0.05 6 n/a n/a Weight: 220 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs conriected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalances roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18� MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss Has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss) has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1437 lb uplift at joint 6 and 1176 lb uplift at joint 2. 8) Use Simpson Strong -Tie HTU26 (20-1Old Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect truss(es) to front face of bottom chord. 9) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 19-0-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail I holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-54, 4-6=-54, 2-6_ 20 I `` p.S' A„A,�s�ie No 39380 •=�C/�� Thomas A. Albany PE No.39380 MR USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Aunust 112018 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not �° a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building desigg. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {►� MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stofage, delivery, erection and bracing of trusses and truss systems, seeANSVMIJ Gua/ByCrBella, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infolmationovaitabte from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14803993 1489980-PSP-OCONNOR B01 Common Girder 1 2 Job Reference (optional) Builders F4tSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:49 2018 Page 2 ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-t?zUjClaZb2V49Q1 M_t g7BpBReBrZmb56RnW xJyoxgO LOAD CASE(S) Standard Concentrated Loads (Ib) ert: 9=-2015(F) 10_ 945(F) 11=-945(F) 12= 945(F) 13=-945(F) 14=-945(F) 15=-945(F) I ® WARNING - VeNly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. laV3/2015 BEFORE USE Design valid tot 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 design. Bracing Indlcated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {VI6Tek• Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, sto{age, delivery, erection and bracing of trusses and truss systems, seeANSWII OaalByCriterb, DSB-89 and SCSI BagdUtg Component 6904 Parke East Blvd. Safety /nfotmahbn3voiloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14803994 1489980-PSLP-OCONNOR 802 Common 3 1 Job Reference (optional) buuaers mrsr5ource, r-orr niece, r-L:34y4b -1-0-0 , 6-0-2 1-0-0 6-0-2 31 a.zzu s rway e-+ zu l o rvu r eK uruusuies, MG. oar rruy i i 1 u:brbz eu r o r-aye i I D:1 EBPBSd7kEN Kd6cE_zFrltyoyU6-HafcM DLSsW Q4yd9c 17aNIgRmsrDhmE5XoP?AW eyoxfz 10-4-0 14-7-14 20-8-0 4x6 = 4 Scale =1:36.6 rh Io _ ..._.._ _ .. 3x4 = ' — 3x4 = 3z4 = 3x4 = LOADING (Psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.41 Vert(LL) -0.13 7-9 >999 240 MT20 2441190 TCDL 7.o Lumber DOL 1.25 BC 0.59 Vert(CT) -0.27 7-9 >892 180 BOLL 0.o Rep Stress Incr , YES WB 0.33 Horz(CT) '0.03 6 n/a n/a BCDL 10.0 i Code FBC2017ITP12014 Matrix-SH Weight: 95 lb FT = 20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins. BOT CHORIa 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS I 2x4 SP No.3 REACTIONS, (lb/size) 6=739/0-7-10, 2=815/0-7-10 Max Harz 2=94(LC 9) j Max Uplift 6= 176(LC 13), 2=-209(LC 12) FORCES. 0b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 2-3— 1269/623, 3-4=-1245/801, 4-5= 1257/829, 5-6� 1279/656 BOT CHORD' 2-9=-470/1058, 7-9= 237/701, 6-7— 474/1069 WEBS 4-7= 377/592, 5-7=-279/356, 4-9=-364/576, 3-9=-272/352 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp B; Encl., GCpi=0.18ti MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-4-0, Exterior(2) 10-4-0 to 16-4-0, Interior(1) 16-4-0 to 20-4-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss, has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 6 and 209 lb uplift at joint 2. i e%lI ,`,0j'1+1 i f iiI80,00 e�p,S A- AL �ii GEN No 39380 X �i�s • • � R 1, C? gee Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa. FL 33610 Date: August 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mfb7473 rev. t 0/03/201S BEFORE USE Design valid foj 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 design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additlonal temporary and permanent bracing MBTeW Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stofage, delivery, erection and bracing of trusses and truss systems, seeANSVWII QualityCdteda, DS"9 and BCSI Batldhv Component 6904 Parke East Blvd. Satelytnformathnovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 I � Job Truss Truss Type Qty Ply T14803995 1489980-PSLP-OCONNOR B03 Common 5 1 Job Reference (optional) eunaers rlrsiz>ource, i-or< Mece, r-L J4`J4* 6.0-2 3 1 o.ccv a my — cv io' "r en"iuuau,ea, ii r,uy i -U� IDA EBPBSd7kENKd6cE_zFrltyoyU6-mmD_ZZL4dpYxZnkobg5cll_yDFZ_ViThl31k34yoxfy 10-4-0 14-7-14 , 20.8-0 21-8-0 i 4x6 = 4 6.0-2 Scale=1:36.9 6-0-2 14-7-14 20-8-0 6-0-2 8-7-12 6-0-2 Plate Offsets! (X Y)-- f2:0-2-0 Edge], 16:0-2-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.13 8-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.27 8-10 >890 180 BCLL 0.0 ' Rep Stress incr YES WB 0.32 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 96 lb FT = 20% LUMBER- i BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS i 2x4 SP No.3 REACTIONSI (lb/size) 2=812/0-7-10, 6=812/0-7-10 Max Horz 2=92(LC 11) Max Uplift 2= 208(LC 12), 6=-208(LC 13) FORCES. (16) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1265/597, 3-4= 1240/775, 4-5=-1240/775, 5-6= 1265/597 BOT CHORDI 2-10=-412/1054, 8-10=-197/697, 6-8= 431/1054 WEBS 1 4-8=-367/577, 5-8=-272/352, 4-10=-367/577, 3-10= 272/352 Structural wood sheathing directly applied or 4-9-13 oc purlins. Rigid ceiling directly applied or 8-9-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18J, MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 10-4-0, Exterior(2) 10-4-0 to 16-4-0, Interior(1) 1,6-4-0 to 21-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss FIas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This trusS1has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2 and 208 lb uplift at joint 6. Ig m ► No 39380 � r 411 * r i r �i� ••, O R y •• C? .- O N A% E\���s Thomas A. Albarii PE No.39380 Mrrek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1--7473 rev, 10=12015 BEFORE USE Design valid fof use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Indlvidual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design}. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing {tI8OW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto{age, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualityCrBeda, DSB-89 and BCSI BugdIng Component 6904 Parke East Blvd. Safely fntormallonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply 1489980-PSLP-OCONNOR B04 Common Supported Gable 1 1 T14803996 � Job Reference (optional) Builders Firs tSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:54 2018 Page 1 I DA EBPBSd7kEN Kd6cE_zFrltyoyU6-EynNmvMjO7goBxJ?9YdrgFXB4f1 rECW qGj U Hb Wyoxfx -1-0-0 , 10-4-0 20-8-0 21-8.0, 1-0-0 10-4-0 10-4-0 I 4x6 = Scale=1:39.9 1 Ima 0 3x4 = 23 22 21 20 19 18 17 16 15 14 i 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 12 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 12 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS I 2x4 SP No.3 REACTIONS. All bearings 20-8-0. (Ib), - Max Harz 2=92(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12 Max Grav All reactions 250 lb or less at joints) 2, 19, 20, 21, 22, 23, 17, 16, 15, 14, 12 FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-90/315, 7-8— 90/319 WEBS 3-23� 119/259, 11-14=-119/258 PLATES GRIP MT20 2441190 Weight: 105lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 10-4-0, Corner(3) 10-4-0 to 16-4-0, Extedor(2)I16-4-0 to 21-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable EndlDetails as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12. • No 39380 41� Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 prevent Is always requl(ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUNII QualityCiCenh, DS849 and BCSI ButfdIng Component 6904 Parke East Blvd. Safety lntomlgdonpvailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14803997 1489980-PSLP-OCONNOR C01 Common Girder 1 n 2 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2015 MI I eK Industries, Inc. Sat Aug 11 1 U:bt:bb tut is rage 1 I D:1 E8P8Sd7kENKd6cE_zFrltyoyU6-i8Ll_FN L8Rofp4uBiF84NS3EF2HyzW P_UN Eg7yyoxfw 6-7-0 13-2-0 r 1-0-0 6-7-0 6-7-0 4x6 = Scale=1:26.4 3 ST1.5x8 STP = I I I — 3x6 11 `V V` ST1.5x8 STP = 3x4 = LUS26 3x4 = m Io 6-7-0 13-2-0 6-7-0 6-7-0 Plate Offsets (X Y)-- (5:0-4-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.08 4-5 >999 240 MT20 244/190 TCDL �.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.15 4-5 >983 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 i Code FBC2017/TP12014 Matrix-SH Weight: 1181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=3015/0-7-10, 2=2334/0-7-10 1 Max Horz 2=66(LC 8) 1 Max Uplift 4= 801(LC 9), 2= 727(LC 8) FORCES. (16) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4326/1252, 3-4= 4298/1247 BOT CHORD 2-5= 1056/3771, 4-5_ 105613771 WEBS 1 3-5=-980/3546 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connec(ions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. A. 3) Unbalance roof live loads have been considered for this design. ASC�iE TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., �,``�� Q �` •••�Ci E N S •'.; 9�, �� 4) Wind: 7-10; Vult=160mph (3-second gust) Vasd=124mph; ,� �' '• �i GCpj=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 e 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 39380 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .. * •• will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) — 4=801, 2=727. 8) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 5-0-12 from the left end to s '.41+ • ��� ir, connect truss(es) to back face of bottom chord. 0 • /iQ:•• 9) Use Simpsbi n Strong -Tie LUS26 (4-10d Girder, 3-1 Od Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left to 11-Or12 to connect truss(es) to back face of bottom chord. �• 0 1• N o S • •• •.... • • `G end �� ♦��,,s�O �`,��, 10) Fill all nail holes where hanger is in contact with lumber. N.AL �t�t1111111,,� LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albarii PE No:39380 Uniform Loads (pif) Mffek USA, Inc. FL Cert 6634 Vert: 1-3=-54, 3-4= 54, 2-4=-20 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev, 1e/03/2015 BEFORE USE Design valid for 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 design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANS►VII QualifyCrBedq DS8•89 and SCSI Building Component 6904 Parke East Blvd. Safety InformeMnova labie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 1489980-PSILP-OCONNOR � C01 Common Girder 1 2 Job Reference (optional) T14803997 tiunaers t-i(Slbource, rDR Ylece, t-L 34y4b LOAD CASES) Standard • Concentrated Loads (Ib) Vert: 6=-1506(B) 7_ 948(B) 8= 948(B) 9= 948(B) a.zcv s rway car cv 10 rvu r en muuau r.a, III, oaf nuy i i ay. c I D:1 E8PBSd7kENKd6cE_zFrltyoyU6-i8 LI_FN L8Rofp4uBi F84NS3EF2HyzW P_U NEg7yyoxfw A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev, f0/03/20f5 BEFORE USE. Design valid for use only with MITek0 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 appllcabilify 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. Additional temporary and permanent bracing Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage. delivery, erection and bracing of trusses and truss systems, seeANSWII Qua/ByCdfedo, DSO-89 and BCSI Build/ng Component Safety Imalmanonavallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA22314. MiTe k• 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14803998 1489980-PSI; P-OCONNOR CO2 Common 3 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:57:56 2018 Page 1 ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-ALv7BbOzvkwWQETNGzfJwgcRfShci6S7j1zOfPyoxfv -1-0-0 6-7-0 13-2-0 14-2-0 , 01 6-7-0 6-7-0 1-0-0 4x6 = Scale=1:26.5 I ST1.5x8 STP= 2x4 11 ST1.5x8 STP= 3x4 � 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.05 4-6 >999 240 TCDL 7.o Lumber DOL 1.25 BC 0.42 Vert(CT) -0.08 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 1 2x4 SP No.3 I REACTIONS'. (lb/size) 2=535/0-7-10, 4=535/0-7-10 Max Harz 2=62(LC 11) Max Uplift 2=-143(LC 12), 4=-143(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' 2-3=-639/381, 3-4= 639/381 BOT CHORD 2-6=-169/494, 4-6— 169/494 WEBS 3-6=0/295 PLATES GRIP MT20 244/190 Weight: 50 lb 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. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASdE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15fh Cat. 11; Exp B; Encl., GCpi=0.18� MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-7-0, Extefior(2) 6-7-0 to 12-10-3, Interior(1) 12-10-3 to 14-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss F as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=143, 4=1'f}3. i m Io No 3.9380 ;ram r � �3 • ��� R *, 'o, �\ `gib S�ON,ALE��,� �'1111nne11c Thomas A. Mani PE No.39380 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIfEKREFERANCE PAGE 111I1-7473 rev. 10103/2015 BEFORE USE Design valid to( use only with Mnek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not Incorporate this design Into the �' a truss system. Before use, the buiding designer must verify the applicability of design parameters and property overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSW11 CualfiyClCeft DS049and SCSI SUH&VComponent 6904 Parke East Blvd.Safety lntannaflonavailabie from Truss Plate Institute.218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply � 1489980-PSLP-OCONNOR CO3 Common Supported Gable 1 1 �J.bR.ference(optional)T14803999 Builders Fir$tSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug l l 10:57:58 2018 Pagel -0.0 am 4x6 = 1-0-0 Scale=1:24.3 3x4 = 14 13 12 11 1g 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 8 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 8 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 8 rda n/a BCDL 10.o Code FBC2017/TPI2014 Matrix-SH LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 I REACTIONS! All bearings 13-2-0. (lb)1- Max Horz 2=62(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less atjoint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 1 4-13= 110/254, 3-14=-128/302, 6-11=-110/254, 7-10— 128/302 PLATES GRIP MT20 244/190 Weight: 59 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18 MWFRS (envelope) and C-C Comer(3) -1-0-0 to 5-0-0, Exterior(2) 5-0-0 to 6-7-0, Corner(3) 6-7-0 to 12-7-0, Exterior(2) 12-7-0 to 14-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates ale 2x4 MT20 unless otherwise indicated. 5) Gable requres continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss t'as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 8. m v 0 •EN' Ceti �O G No 39380 �Z �% •(�/�< A� Thomas A. Allied PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not design Incorporate this design into the �� a truss system. Before use, the building designer must verify the applicability of parameters and properly overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing T MO eW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 QualifyCrBedd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /nformaAbnavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14804000 1489980-PSLP-OCONNOR CJ1 Corner Jack 6 1 I Job Reference (optional) uunaers rirsc5ource, rorr Mece, rLa1+a40 o.ccv , -y _.y I D:1 E8P8Sd7kENKd6cE_zFrityoyU6-6jOtcHPDRMAEgYcmONhn?5htAGPEAI iQAKSUkHyoxft -1-0-0 1-0-0 1.0-0 1-0-0 Scale = 1:7.0 m 6 0 m 0 2x4 = ST1.5x8 STP = 1-0-0 1-0-0 Plate Offsets (X Y)-- f2:0-1-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL ,0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD REACTIONS,. (lb/size) 3= 8/Mechanical, 2=125/0-7-10, 4=9/Mechanical Max Harz 2=37(LC 12) Max Uplift 3=-8(LC 1), 2=-48(LC 12) Max Grav 3=14(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (Ib) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- i 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bets een the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. ���,�� .• �G E N, No 39380 00 Thomas A. Albany PE No,39380 MITek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING '� Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not' a truss system; Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUMIJ Oaa/ByCrBeda, DSB-89 and BCSI90ding Component 6904 Parke East Blvd. Safety IntomfaBonovallabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14804001 1489980-PSLP-OCONNOR CJ3 Corner Jack 4 1 I Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MITek industries, Inc. sat Aug 11 10:5I:59 2018 rage i IDA EBPBSd7kENKd6cE_zFrltyoyU6-awaGgdQrCfl4HiByx5COXIEI FgkPvUxZP_C2Gkyoxfs 1-0-0 3-0-0 r 1-0-0 3-0-0 i Scale:1'=1' 2x4 = ST1.5x8 STP = Plate Offsets' (X Y)-- 12:0-1-4 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 i Code FBC2017/TP12014. Matrix-P Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=53/Mechanical, 2=186/0-7-10, 4=26/Mechanical Max Harz 2=76(LC 12) Max Uplift 3= 51(LC 12), 2— 52(LC 12) Max Grav 3=53(LC 1), 2=186(LC 1), 4=52(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. 11; Exp B; Encl., GCpi=0.16; MIN FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet#en the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. All No 39380 :r- e • 411 I Thomas A. Marl PE No:39380 Mflek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Auqust 11,2018 ® WARNING: Verily desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312019 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss systeml 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 required fabrication, storage, prevent 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, seeANSUiPIT Cuallly Criteria, DSB-89 and BCSI Buffding Component 6904 Parke East Blvd. Safety /ntannalAon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ` Oty Ply T14804002 1489980-PSLp-OCONNOR CJ5 Corner Jack 2 1 Job Reference (optional) ' Builders FirstSource, Fort Piece, FL 34945 I • I 0:1 EV8Sd7kENKd6cE_zFrltyoyU6-268elyRTzzRxvsm8VojF4Wn7g3OkexBjeexbpAyoxfr 1-0-0 5-0-0 7-0.0 5-0-0 m N N 2x4 = ST1.5x6 STP = i 5-0-0 5-0-0 Plate Offsets! (X,Y)-- (2:0-1-4,Edge1 cm 0 N Scale=1:19.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFIL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) . -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.o Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.o Code FBC2017/TP12014 Matrix-P Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical Max Horz 2=117(LC 12) Max Uplift 3=-97(LC 12), 2= 61(LC 12) Max Grav 3=115(LC 1), 2=252(LC 1), 4=92(LC 3) FORCES. (16) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18� MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. i A. �♦�� .Z*� G E NS eNy�i ♦ '� : •V F / dim No 39380 • ry.r ••'•WRI � v�im/•:ON �°.... vNA�; 111 Thomas A. Albadl PE No.39380 MITekUSA, Inc; FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018. A WARNING, Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M!1-7473 rev f0/03/2015 BEFORE USE. Design valid f �r use only with M"OM connectors. this design k based only upon parameters shown, and Is for an Individual building component not a I_ system. fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. &acing Indicated Is to prevent buckling of IndNidual truss web and/or chord members only. Additional temporary and permanent bracing �y T 11/111L'k° h always required for stability and to prevent collapse with possible personal injury and property dame, r-or general guidance regarding the fabrlcatbn, stdrage, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 Hua1Qy CtBeda, DSB-89 and SCSI BUQding Compon®nf 6904 Parke East BNd. S MWMMDncNofpvoloble from Tnus Plate Institute, 218 N. Lee Street. Suite 3,2. Alexandria, VA 22314. Tampa, FL 33610. Job Truss Truss Type Qty Ply T14804003 1489980-PSLIP-OCONNOR DOI Half Hip 1 1 �JobR.f.rence (optional) ' Builders FirstSource, Fort Piece, FL 34945 6.220 5 rvrtty 2% 20 i o rvu"ert „4-6—, MO. --uy i i yo , I D:1 E8P8Sd7kEN Kd6cE_zFrltyoyU6-268el yRTzzRxvsmBVojF4W n9O311 exFjeexbpAyoxfr 5-0-0 6 2 2 5-0-0 I 6X4 — ST1.5x8 STP = 4x6 = 3x4 11 2 3 ST1.5x8 STP = 3x4 11 Scale=1:20.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 1-5 >999 240 MT20 244119D TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.07 1-5 '>999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 26lb FT=20% LUMBER- ' TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 1 2x4 SP No.3 REACTIONS. (Ib/size) 1=211/0-7-10, 4=211/0-6-2 Max Horz 1=104(LC 12) Max Uplift 1=-39(LC 12), 4=-73(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, -except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss Oas been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. I No 39380 4U i I S1ONP�� E*�,. Thomas A. Albalil PE No.39380 Milk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 WARNING -I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE * Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a inrss system! Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building desldn. Bracing Indicated Is to buckling of Individual truss web aria/or chord members only. Additional temporary and permanent bracing M iTek• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PIi CUal9yCdleda, DSO-69 and BCSI SUM V Component 6904 Parke East Blvd. Safety thformi06navailable from Truss Plate Institute. 218 N. Lee Sheet, Suite 3.12, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Oty Ply T14804004 1489980-PSLP-OCONNOR D02 Half Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:58:01 2018 Page 1 ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-Xli0E1S6kHZoX?LL3W FUdjJKMTM2NO3stlh9Lcyoxfq 1-0-0 3-0-0 6-2-2 1-0.0 3-0-0 • 3-2-2 Scale=1:15.4 Special 4x6 = NAILED 3x4 11 3 7 4 ST1.5x8 STP = r 2x4 = ST1.5x8 STP = 3x4 11 3-0-0 3-0-0 6-2-2 3-2-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=218/0-6-2, 2=301/0-7-10 Max Harz 2=78(LC 8) Max Uplift 5= 84(LC 5), 2= 97(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.16; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide a equate drainage to prevent water ponding. 3) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 87lb up at ,�,ijt'f 3-0-0 on top chord, and 40 lb down at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the ,`1� 0.n P�j A. e responsibility of others. 8) In the LOA. CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • % 0 �� ��' ••G E N SF.•��� , 0 LOADCASE(S) Standard NO 39380 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform LdIIads (plf) ;• Vert: 1-3= 54, 3-4=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-3(F) 6=-16(F) 7=-O(F) 8=-7,(F) ' s F �' /'�o,�S' • 0 R 1 N A����o �� N Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Auqust 11,2018 A WARNING -1 Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1411.7473 rev. 10/03/2015 BEFORE USE ' Design valid f r use only with MITeI(®connectors. fits design Isbasetl only upon parameters shown, and Is for an Individual (wilding component not a truss syslem�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 MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication, styrage, delivery, erection and bracing of trusses and Truss systems, seeANSUIPIT Qua/By Cdfedd, DSB-89 and SCSI80d/ng Component 6904 Parke East Blvd. Sa/etylntonnof ernavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. ' Tampa, FL 33610 Job Truss Truss Type city Ply T14804005 1489980-PS P-OCONNOR EJ3 Jack -Open 2 1 i Job Reference (optional) Builders t-Irst50urce, I i I ranriece, rLO4`J4D ,,. �,. y- 0:1 E8P8Sd7kENKd6cE_zFrltyoyU6-?VGOSeSkVahf89wXdDmj9xsYUtl66rhO5yQit2yoxfp -1-0-0 3-0-0 1-0-0 3-0-0 Scale:1"=V 2x4 = ST1.Sx6 STP = t 3-0-0 3-0-0 Plate Offsets (X Y)-- 12:0-1-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCLL ,0.0 Rep Stress.lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1i0.0 Code FBC2017/TP12014 Matrix-P Weight:11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD REACTIONS. (lb/size) 3=53/Mechanical, 2=186/0-7-10, 4=26/Mechanical Max Horz 2=76(LC 12) Max Uplift 3= 51(LC 12), 2= 52(LC 12) Max Grav 3=53(LC 1), 2=186(LC 1), 4=52(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. - All, forces 250 (lb) or less except when shown. Structural wood.sheathing directly applied or 3-0-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160Mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.16; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trussihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. NS A. ,q4 ��i* O No 39380 Thomas A. Albanl PE No.39380 Welt USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING + Verify design parameters and READ MOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE , Design valld for 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 design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M l'ek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeAA,f8U1P11 Quallly Ctdefla, DSO-69 and 8CS1 Bulld/rry Component 6904 Parke East Blvd. Soletv/nfomiotlonavaiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply T14804006 1489980-PSLP-OCONNOR EJ5 Jack -Open 11 1 Job Reference (optional) butiaers rirsi6ource, rorr niece, rL;S4y40 1-0-0 2x4 = ST1.SxB STP = C.LGV , NlTly L4 LV 18 IVII I tlR If1VUOlI1.D, IIIV. .7aL r Uy 1 1 1U:.70.VJ GV to ray. 1 I D:1 EBPBSd7kEN Kd6cE_zFrltyoyU6-ThgmL_TMGupW mJVjAxHyiBPe3H2Qrlx9KcAFPVyoxfo 5-0-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.47 Vert(LL) -0.03 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 I REACTION (lb/size) 3=115/Mechanical, 2=252/0-7-10, 4=46/Mechanical Max Horz 2=117(LC 12) Max Uplift 3= 97(LC 12), 2= 61(LC 12) Max Grav 3=115(LC 1), 2=252(LC 1), 4=92(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale=1:17.0 I T N PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5:Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.lq; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girlder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. �A.0% PS, A. � g4 off, I ey �� .��'Z'. • �GENS• • No 39380 F 11 1anill� Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: A.1 i nni o ®WARNING -I Verity design parameters and READ NOTES ON THIS AND INCLUDED MWEKREFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE Design valid f a truss system r use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not i 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 WeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Cual9yCAM% DSB-89 and SCSI BuUding Component 6904 Parke East Blvd. Safety lntonnetbrpvdlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply EJ7 Jack -Open 10 1 1 T148040071 3 1 1.5 8.220 s May 24 2018 MiTek Industries, ID:1 ESP8Sd7kENKd6cE_zFrltyoyU6-Thgmf_TMGupI -1-0-0 7-0-0 1-0-0 7-0-0 v 3x6 = 4 ST1.5x8 STP = I 7-0-0 7-0-0 Plate Offsets (X Y)-- f2:0-6-0 0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well LidTCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.12 2-4 >647 240 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.19 2-4 >424 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - Sat Aug 11 10:58:03 2018 Page 1 JjAxHyi8PZMH_krlx9KcAFPVyoxf0 Scale=1:24.8 PLATES GRIP MT20 244/190 Weight: 24lb FT=20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=159/Mechanical, 2=323/0-7-10, 4=78/Mechanical Max Harz 2=158(LC 12) Max Uplift 3� 120(LC 12), 2=-71(LC 12) Max Grav 3=159(LC 1), 2=323(LC 1), 4=122(LC 3) FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for njembers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 3=120. I %,,, NS, A. aA•��O1i \G E N No 39380 •• •�,`' Off. P •`<v ONAL- Thomas A, Alban) PE No.39380 MITek USA, Inc. FL Gett 6634 6904 Parke.East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE • Design valid fpr 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 design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always reg44lred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sTbrage, delivery, erection and bracing of trusses and truss systems, weANS&VI1 AuaMyCdfeda, DSB-89 and BCSI BuBd/ng Component 6904 Parke East Blvd. Safety Infomiabl n3vailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14804008 1489980-PS P-OCONNOR HJ3 Diagonal Hip Girder 1 1 Job Reference (optional) • Builders FirstSource, I Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:58:04 2018 Page 1 ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-xtN9tKU_1 CxNOT4wkeoBEMxsXhQgalBIZGvpyxyoxfn 150 ' 423 2x4 = Scale: V=V 4-2-3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in poc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 r1/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 15lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=68/Mechanical, 2=225/0-10-7, 4=38/Mechanical Max Horz 2=89(LC 4) Max Uplift 3=-44(LC 8), 2= 91(LC 4) Max Grav 3=68(LC 1), 2=225(LC 1), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASyE 7-10; VUlt=160Mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever.left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss'Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to gi'rder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "NAILED" Vindicates 3-1Od (0.148"x3") or 2-12d (0:148"x3.25") toe -nails per NDS guidlines. 11111 Lit 7) In the LOP)D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).LL�s LOAD CASE(S) Standard �% 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 `%�,`�,•y\G E N S�•,� / psi Uniform Loads (plf) �? V6rt: 1-3=-54, 2-4=-20 :� NO 39380 Concentrated Loads (lb) Vert: 5=44(F=22, B=22) • :�41100 ThGmas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 � Date: August 11,2018 ® WARNING yedl design parameter and READ NOTES ON THIS AND INCLUDED MI EKREFERANCE PAGE Mn-7473 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 system. Before use, the building designer must vadI the appllcabillty of design parameters and properly incorporate this design Into the overall bu(Id(ng design. Brac(ng Indicated Is to buckling of Individual truss web and/or chord members only. Atldittonal temporary and permanent bracing Miiek" prevent is always regrlired for stability and To prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabricatbn, sibrage, delivery, erecifon and bracing of trusses antl truss systems, seeANSIgP1I GualtlyCrdedo, DSB-017 and BCS18ufldlgg Component 6904 Parke East Blvd. Safety /n/omiallorxlvollable from Tri,iss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14804009 1489980-PSI P-OCONNOR HJ5 Diagonal Hip Girder 1 1 Job Reference (optional) • Builders FirstSource, Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:58:05 2018 Page 1 IDA E8P8Sd7kENKd6cE_zFrltyoyU6-P4xX4gVcoV3E?df61MJQnZUy44hDJCQSnwfMUNyoxfm -1-5-0 7-0-2 1-5-0 7-0-2 Scale=1:17.6 a 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.08 2-4 >971 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 2-4 >468 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix-SH Weight: 24lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORb 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=153/Mechanical, 2=315/0-10-7, 4=72/Mechanical Max Horz 2=129(LC 4) Max Uplift 3=-99(LC 8), 2=-99(LC 4) I Max Grav 3=153(LC 1), 2=315(LC 1), 4=118(LC 3) 1 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASPE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to g;rder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "NAILED' indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOX, D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,111! I I 111,,�,, LOAD CASE(S) Standard ���`"'P .. A •. 1 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ��`Z` •'' G E N S '••'`�i���j Uniform Loads (plf) VtSrt: 1-3=-54, 2 4=-20 NO 39380 Concentrated Loads (lb) �• '' Vert: 5=44(F=22, B=22) r i F : s, S R C? �< poi `910 %% NA- Thomas A. Albanl PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING i Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE ' Design valid for 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 design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek? Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 QualityCfMefla, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety lntomiatIonavailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14804010 1489980-PSLP-OCONNOR HJ7 Diagonal Hip Girder 1 1 � Job Reference (optional) Builders FirstSource, i Fort Piece, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Sat Aug 11 10:58:06 2018 Page 1 I D:1 EBPBSd7kENKd6cE_zFrltyoyU6-tGVvl OW EZpB5dnEls3gf KnOATU1 p2bibOaOwOgyoxfl -1-5-0 5-1-9 9-10-1_ 1-5-0 5-1-9 4-8-7 Scale=1:23.0 3x4 = zxv 11 i NAILED NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 7.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 Rep Stress Incr NO WB 0.32 BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 i REACTIONS. (lb/size) 4=126/Mechanical, 2=444/0-10-7, 6=293/Mechanical Max Horz 2=170(LC 4) Max Uplift 4= 104(LC 4), 2=-141(LC 4), 6=-80(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-660/187 BOT CHORD 2-7=-251/590, 6-7=-251/590 WEBS 3-7=0/270, 3-6=-637/271 9-10-1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 244/190 Vert(CT) -0.06 6-7 >999 180 Horz(CT) 0.01 6 n/a n/a Weight: 42 lb 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. NOTES-- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. ll; Exp B; Encl., GCpi=O.113; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Oas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 4) Refer to gi(der(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 4=104, 2=141. 6) "NAILED" Indicates 3-1Od (0.148"x3") or 2-12d (0.148*x3.25") toe -nails per NDS guidlines. 7) In the LOAI CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Ro'Iof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5= 20 Concentra(ed Loads (lb) Vert: 8=44(F=22, B=22) 10=-76(F=-38, B=-38) 13= 36(F= 18, B=-18) `,e�tiliLllD/�,�s� No 39380 i ♦ Thomas A. Albaril PE No.39380 MiTek USA, inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 Q WARNING 'Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid far use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not the design Incorporate this design Into the a truss system I Before use, the building designer must verity applicability of parameters and properly overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required 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, seeANSLIVIT Aualffy CdWdo, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Salelv/nfolmaBanuvailable from Taus Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Ply T14804011 1489980-PSLP-OCONNOR V01 Valley �Qty 3 1 Job Reference (optional) Builders FIrSi5ource, 1-an f lece, 1­-L'34y4b I v a 0 rs.ccv s rway cw cv r o rvu � en a ruuau rea, mc. par r.uy � � i v.00.w cv i u r ayo i ID:1 E8P8Sd7kENKd6cE_zFrltyoyU6-tGVvIOW EZpB5dnEls3gfKnODgU4s2fgbOaOwOgyoxfl 4-1-0 2x4 i 2x4 = 2 3 Scale=1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-P Weight: 14lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-1-0 oc purlins, 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=122/4-0-8, 3=122/4-0-8 Max Harz 1=68(LC 12) Max Uplift 1=-20(1_13 12), 3=-54(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASgE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at�oint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity oft beating surface. 6) Provide mgchanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. %% O �'� G E N 3Fe9�i� ♦��♦ No 3.9380 • ;w. O R 1 p Q•'•`_,, C� % Py�siS1111110 Thomas A. Albany PE No.39380 MfTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 ® WARNING - II Verify design parameters and READ NOTES ON THIS AND INCLUDED M/IEK REFERANCE PAGE Mll-7473 rev, 10/03/2015 BEFORE USE. • Design valid fpr 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 bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desigp. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {�� IYC OW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sf rage, delivery, erecllpn and bracing of trusses and truss systems, seeANSU1Pi1 Quality CIBe/Ca, DSO-69 and BCSI BuOdtng Component 6904 Parke East Blvd. Solely in/onn61/clfavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ss Truss Type ��- Ply T14804012 14899B0-PSLP-OCONNOR �Tr,u2 Valley �oty 3 1 Job Reference (optional) tiumers rirstsource, t-orr niece, rL,1gUg0 I I ' v a 0 I D:1 EBP8Sd7kEN Kd6cE_zFrityoyU6-LS3HVM W sK6JyFwoV PmMus_Z05uRCn6wiFESTYGyoxfk 2-1-0 2-1-0 2x4 i�- 3 I 1-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.01 3 >999 240 TCDL 7.o Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P LUMBER- 1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 1=51/2-0-8, 2=53/Mechanical Max Harz 1=29(LC 12) Max Uplift 1= 8(LC 12), 2= 22(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale: 1.5°=l' PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to gl}der(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. ��►1l0ldllll .•'%GENS..'`l�.� No 39380 o �41 , wo�- 0 N Al Thomas A. Mani PE No.39380 MITek USA, Inc. Fl- Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date., Annnc+t i i Oni 4 A WARNING -V fly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev, 10/03/2015 BEFORE USE Design valid f �r use only with MITek® connectors. ThLs design is based only upon parameters shown, and is for an Individual building component not a truss syslem�Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall � building design. Bracing indicated Is To prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always requirred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the sidrage, delivery. erection and bracing of trusses and truss systems, seeANSMI i Cually Cdleda, DSB-89 and BCSI Balding Component Solely InformoNo/pvollable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14804013 1489980-PSLP-OCONNOR V03 Valley 2 1 Job Reference (optional) buimers t-IrStbource, t-Orr FleGO, 1-L J4e4b - I a O.GGV J.-Y GY GV IV IVIIICA I,IVUmuva, ,... tea. ,,may ,� �..,�..... �..,.. ,..yam, ID:1 EBPBSd7kENKd6cE_zFrityoyU6-pfdfihXV5QRps4NhzUt7PC6ReIgKWZAuUut05iyoA 2x4 II 2 3 2x4 r- 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P LUMBER- ' BRACING - Scale=1:19.6 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-1-0 oc pudins, BOT CHORD 2x4 SP N0.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=196/6-0-8, 3=196/6-0-8 Max Horz 1=108(LC 12) Max Uplift 1= 32(LC 12), 3= 86(LC 12) I FORCES. (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-143/263 NOTES- 1) Wind: ASGE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.16; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at Joint(s) 3 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of'ibearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. I ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MIP7473 rev. 10/03/201S BEFORE USE Design valid foF 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 desigq. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Wafabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYMIT Qua/By Cdtella, DSB-89 and SCSI BuOdhv Component tetv/ntormotlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ' NS e A �� `vim • . �e 'i NS4s, ••tip ��' No 39380 * v 0 '*sS�ONA� '—to Thomas A. Albanf PE No,39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 11,2018 NliTek• 6904 Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are Indicated.. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction_. -DSB=89:-- -Design Standard -for Bracing. — BCSI: Building Component Safety Information, Guide to Good Practice for Handling, r Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths " (Drawings not to scale) 2 3 0 c O S U a- O 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTake . MiTek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer, For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. . 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design, 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks, Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures_before use. Rev_i_ew!ng_pictures_alone_ It not sufficient, 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria,