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HomeMy WebLinkAboutTRUSS PAPERWORKRE: 1492829 - 1492829 MiTek USA, Inc. 6904 Parke East Blvd Site Information: Customer Info: PGL PROPERTIES Project Name: BECKMAN RESIDENCE ModeTpaCF��6bo115 Lot/Block: N/A Subdivision: BECKMAN RESIDENCE Address: 7816 SADDLEBROOK DR., N/A City: PORT SAINT LUCIE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: —Address: "City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design,Code: FBC2017/TPI2014 Design Program: MiTek 20/20 9.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 38 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date I No. I Seal# I Truss Name I Date 1 1 T16418762 F01 3/4/19 118 IT16418779JIU7 3/4/19 I2 I T16418763 I F02 13/4/19 119 I T16418780 I T08 13/4/19 I 3 I T16418764 I F03 13/4/19 120 I T16418781 I T09 13/4/19 I 14 I T16418765 I PB01 A 3/4/19 121 I T16418782 I T10 13/4/19 I 15 I T16418766 I PB02 13/4/19 I22 I T16418783 I T11 3/4/19 I 33/4/19 I23 164I7T1641877IPB3 ITT164 785'T13 133/4/196 /4/19 18 I T16418769 I PB04 13/4/19 125 I T16418786 I T14 13/4/19 I e T16418770 I PB04A 13/4/19 126 I T16418787 I T15 13/4/19 I 110 I T16418771 I PB05A 13/4/19 127 I T16418788 I T16 13/4/19 I Ill I T16418772 I T01 13/4/19 128 I T16418789 I T17 13/4/19 I 112 I T16418773 T02 13/4/19 129 I T16418790 I T18 13/4/19 1 113 I T16418774 I T03 13/4/19 130 I T16418791 I T19 13/4/19 114 I T16418775 I T04 133//4//19 I3 T1:418792 I T20 1 /4//199 15 IT16418776 T05 134 32IT418793IV01 3/419I 116 16418777 T05 1/4/19 133 I T16418794 I V02 3/4/1 13/4/19I 171T16418778IT06 13/4/19 134 I T16418795 I V03 1 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: Finn, Walter My licedsel renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE' The seal on these truss component designs is a certification thatthe 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 orthe 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 ANSIlrPI 1, Chapter 2. �p USER P. �.:aE NsF�''� No 22839 _ * C 90: STATE OF :��/� �'oeONA� �����• Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Finn, Walter I of 2 I I RE: 1492829 - 1492829 Site Information: Customer Info: PGL PROPERTIES Project Name: BECKMAN RESIDENCE Model: CUSTOM Lot/Block: N/A Subdivision: BECKMAN RESIDENCE Address: 7816 SADDLEBROOK DR., N/A City: PORT SAINT LUCIE State: FL No. Seal# ITruss Name I Date 35 IT164187961VO4 3/4/19 136 1 T164187971 V05 1 3/4/19 137 1 T1 6418798 1 V06 13/4/19 138 1 T16418799 1 V07 1 3/4/19 1 2of2 Job Truss Truss Type a Oty Ply Ti6418762 1492829 F01 GABLE 1 1 �1492829 Job Reference (pptionaq '- Builders First Source, Plant City, FL-32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 412:44:17 2019 Page 1 ID:aFi914SpMBRrFC7nxPdllDONO3-_y1ZE S4RBpUINEt4i7nNGOabIRAvhdldU7wd9zelPy -1-0.0 4.7-4 6-7-4 100 474 200 Scale = 1:14.2 2x4 II 4 3x4 = 2.4 11 2x4 II LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Ved(LL) -0.00 1 rVr 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Ved(CT) 0.01 1 1Vr 90 BCLL 0.0 ' Rep Stress ]nor YES W B 0.14 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 23111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=-7/6-7-4, 2=248/6-7-4, 6=410/6-7-4 Max Harz 2=53(LC 8) Max Uplift 5=8(LC 3), 2=-103(LC 8), 6=-125(LC 12) Max Grav 5=2(LC 12), 2=248(LC 1). 6=410(LC 1) FORCES. (Ib) -',Max. CompuMax. Ten. -All forces 250 (11 or less except when shown. WEBS 3-6=-315(454 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 2-0-0, Exleror(2) 2-0-0 to 6-5.8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 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 8111 uplift at joint 5, 103 lb uplift at joint 2 and 1251b uplift at joint 6. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 AWARN/NG- Verlrydestgnpaeamsbusi.dREAD NOTES ON THPIMI)MCLUDED MITEKREFERANCEPAGEa4i hay.104XV2015BEFOREUSE Design valid for use only with Mlrek@ connectors. fill design Is based only upon parameters shown, and Is for on Individual bulltling component, not a truss system. Before use, the building designer must verify Me appllcabllity of design parameters and properly Incorporate this design Into the overall 7 building design. Brocing indicated a to prevent buckling of Individual hurt web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stoblllly and to prevent collapse with possible personal Inquiry and property damage, For generol guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and hum systems, seeANSWII Qua Bly CrSnlp, DSB49 and SCSI Building Company nl 6904 Parke East Five. b SalV mformallonavalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ♦ 1 Oty Ply T76418763 1492629 F02 Monopitch 23 �1492629 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.220 a Nov 162018 MiTek Industries, Inc. Mon Mar 4 12:44:17 2019 Page 1 ID:aFi914SpMBRrFC?nxPdl lDyiNO3-y1 ZE_ S4RBpUINEt4i7nNoOV51L1 vj1kldU?wd9zelPy -1-40 6.7.4 1.0.0 i 6.7-4 1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.62 ' Ve art 0.10 4-7 >780 240 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.20 4-7 >384 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) 0.00 2 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS . 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=285/0-7-0, 2=366/0-8-0 Max Horz 2=54(LC 8) Max Uplift 4=-87(LC 12). 2— 137(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 2x4 II 3 2x4 V Scale =1:14.2 PLATES GRIP MT20 2441190 Weight: 23111 . FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Wind: ASCE 7r10;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 8CDL=3.0pst h=18tt; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 6-5.8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0lost 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 4 and 137 lb uplift at joint 2. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNWG-yetAydeslSnpanmefeaend REAONOWS ON TNISANDtNCLUDEOMNEKREFERANCEPAGEMb7473me FaVY2015BEFORE USE. Design valid for use only with MRek8 connectors. lhls design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulltling design. Bracing Indicated a to prevent buckling of individual truss web and/or chord members only. Add llonal temporory, and permanent bracing MiTek' Is always reculred 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. seeANSVri Quaker y Cm44b, DSB49 and SCSI BuldYrg Component 69N Parke East Blvd. fall Nformolbnovailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexondno, VA 22314. Tampa, FL 33610' Job TruF03ss Truss Truss Type l r TrussMono cry Ply 1492829 T16418764 1492829 0ch 3 1 Job Reference o tional eunaers mrst bounce, ram uny, ru-u000, —. — P„ ­,_,_„_,.,,,... ,,,_ ,,,.,o,-, ..............-,- ID:aFi914SpMBRrFC?mPdllDyiND3-S9bxSKSiCVxLNXp3e0e0W7xhPBiWe/LusBkTAbzelPx -1-" 6.0-12 1-0-0 - 15-0.12 8 3x4 = / Scale =1:13.2 3 2.00 12 9 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.08 4-7 >929 240 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.15 4-7 >4B4 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 2 rJa rJa BCDL 10.0 Code FBC20171-rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1751Mechanical, 2=346/0-8.0, 4=89/Mechanical Max Horz 2=51(LC 8) Max Uplift 3=-75(LC 12), 2=131(LC 8). 4=-6(LC 12) Max Great 3=175(LC 1), 2=346(LC 1), 4=113(LC 3) FORCES. (Ib) - Malt Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. 4 PLATES GRIP MT20 2441190 Weight 20 to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. NOTES- (6) 1) Wind: ASIDE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Eklerior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 betweendhe 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 751la uplift at joint 3, 131 lb uplift at joint 2 and 6 ID uplift at joint 4. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33810 Date; March 4,2019 AWARNUIG-Vanity daslyOParema(cre and READ NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEMM17473 rev. IeVel t5 BEFORE USE. Design valid for use onlywlM Mireken connectors. Ms design Is based any upon parameters shown, and Is for an Ind ldual buiiding component not a muss system. Before use, the building designer mustverlfy. the appllcablllty of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing lndlcated is to prevent bucking of lndNldual muss web antl/or chord members any. Addltionol temporary and permanent bracing �■' {■� MiTek' Is always recrulred for stalerly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage: delivery, erection and bracing of musses and muss systems, seeAka lPll Cually criteria. DSB49 and BCSI Building Component Safety Nformatbrgvoiloble from TrussPlate Inute. 218 N. Lee street, Sure 312 Alexandria, VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 4 1 Oty Ply ' T76418765 1492829 PB01A GABLE 1 1 �1492829 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 4 12:44:19 2019 ID:aR914SpMBRrFC?nxPdllDyiNO3-xLBJfffLzp3C?hOGB79FSDUs Y4rNdD25oUl Scale=1:18.9 4x8 = a 7 6 3x4 = 2x4 II 2x4 I 2x4 II 3x4 = TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 5 n/r, 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.01 5 Ph 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 33 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 8-0-0. (Ib) - Max Horz 2=-38(LC 10) Max Uplift All uplift 100 Ib or less at joints) 2, 4, 8.6 Max Grav All reactions 250 Ito or less at joint(s) 7, 8, 6 except 2=294(LC 1), 4=294(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=357/268, 3-4— 357/268 BOTCHORD 2-8=-130/258, 7-8=-130/258, 6-7=-130/258, 4-6= 130/258 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 on bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat.11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-3 to 34-3. Interior(l) 3-4-3 to 4-11-13, Exterior(2) 4-11-13 to 7-11-13. Interior(1) 7-11-13 to 9-7-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 flat bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 4, 8, 6. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4. 10) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE NoIH39 MiTek USA, Inc. FL Cod 6634. 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2019 QWANNWG- Vedry Eesl9npsremefesend NEAONOTES ON TNISA1VOINCLUOEOMiFEKNEFE1ANCEPAGEM6747Srev- fa-alllsISSEFONEUSE 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 oppllcablllly of design parameters and properly Incorporate this design Into the overall 7 building deegn, 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 ln)ury and properly damage. For general guidance regarding me fobrlcallon, storage,: delivery, erection and bracing of trusses and truss systems, seeANStMII CualMMyy Criteria, OSS419 and SCSI Building Component 69N Perk. East Bind. Safety mfonnatbrpvollable from ➢uss Plate Institute, 216 N. Lee Sheet Suite 312, Alexantlrlo. VA 22314 Tampa, FL 33610 Jab Truss Truss Type L' 1 Cry Ply 1492629 T76418766 1492829 PB02 Piggyback 7 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 4 12:44:20 2019 Page 1 ID:aFi914SpMBRrFC7nxPdl lDyiNO3-P%ihs7Uzk6B3crySIrgU7006myDH64 BJSDaEUzelPv 4-11-13 9-11-10 4-11-13 4-11-13 Scale = 1:1&9 4x6 = 6 2x4 = 2x4 11 2.4 = 9-01-70 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 •BC 0.27 Vert(CT) 0.01 5 r1/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.03 Ho2(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 31 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SPNo.2 TOP CHORD Structural wood sheathing directly applied or6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2z4 SP No.2 REACTIONS. (lb/size) 2=211/8-0-0, 4=211/8-0-0, 6=388/8-0-0 Max Hors 2=-38(LC 10) Max Uplift 2=-67(LC 12), 4=-74(LC 13), 6=-71(LC 12) Max Grav 2=213(LC 23). 4=213(LC 24), 6=388(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. WEBS 36=-255/177 NOTES- (8) 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3,Opsf; h=18f1; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-4-3 to 3-4-3, Intedor(l) 3-4-3 to 4-11-13, Exterior(2) 4-11-13 to 7-11-13, Interior(1) 7-11-13 to 9-7-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4, 6. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING-VedrydealSdParomefereand RE 13NOTES ON TNISANDWCLUD£DMgEKREFERANCEPAGEM*74Mm,, 1M1312015BEFOREUSE �■�' Design valid for use onlywlth Mnek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, e bullding designer must verify the appllcobeBy of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual hiss web and/or chord members arty. Addlhond temporary and permanent bracing is always required for stabeity, and to prevent collapse win possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of hushes and hum systems, seeANSVWI l Gua]MMyy Criteria, DSB419 and SCSI Building Component Safety infommtlomballable from Truss Plate Inetitute. 218 N. lee Street, suite 312. Alexandria, VA 22314. i.YA MiTek' 69M Parke East Blvd. Tempe, FL 33610 Job Job2829 Truss Truss Type 1 Qiy Ply T16418767 PB03 Piggyback 3 1 �1492829 Job Reference (optional) boulders most source, matt[ ury, rL - ozauo, ouo , ID:aFi914SpMBRrFC7nzPdllDyiNO3-tkG44LVbVOJwE7XeJYBjYeZFpMjOrXxLY5z7mwzelPL Scale = 1:21.0 416 = 87 3x4 = 2x4 6 3x4 = 12-5-10 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(-L) 0.01 5 n/r 120 MT20. 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.47 Vert(CT) 0.03 5 rVr 120 BCLL 0.0: Rep Stress lncr YES WB 0.05 Horz(CT) 0.00 4 file rite BCDL. 10.0 Code FBC2017/rP12014 Matnx-SH Weight: 40 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=260/10-6-0, 4=260/10-6-0, 6=515/10-6-0 Max Horz 2=48(LC 11) Max Uplift 2=-81(LC 12), 4=-90(LC 13), 6=-96(LC 12) Max Gray 2=263(LC 23), 4=263(LC 24), 6=515(LC 1) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-337/208 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7i10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18fi; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exts dor(2) 0-4-3 to 3-4-3, Intedor(1) 3-4-3 to 6-2-13, Exterior(2) 6-2-13 to 9-2-13, Interior(1) 9-2-13 to 12-1-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load honconcument 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 arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4, 6. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) 'This.manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building coda." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 Q WARNING- yedryl destgnpmametersaad READ NOTES ON THIS AND INCLUDED MIF£KREFER INCE PAGE MR74M rev. 14VII2015 BEFORE USE. Design valid for use only with Mgek>N connectors. Als tleslgn is based only upon parameters shown, and is for an Individual building component net a from system. Before use, the bulltlNg designer must verify the arrelcablllN of tleslgn parameters and propery Incorporate this tleslgn Into the overall bulldingdedgn. Bracing Indicated b to prevent buckling of Individual trussweb and/or chord members only. Atlddlonal 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. storcge. delivery, erection and bracing of trusses and from systems. seeANSURII Quali1t1yy Cd vola. DSB49 and SCSI Sulaing Component 6904 Parke East Blvd. Safety Informalbnovallable from Trim Plate Institute. 218 N. Lee Street. Suite 31Z Alexondrb, VA 22314. Tampa, FL 33610 Job Truss Truss Type r r City Ply T7641B768 1492829 PB03A GABLE 1 1 �1492829 Jab Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 412:44:22 2019 Page 1 ID:aR914SpMBRrFC7mcPd11 Dyi NO3-LwgSHWDGkRns96dFiy4r60Am1__a_zUnliNMzelPt 6.2-13 12-5.10 62-13 - - 6-2-13 Scale = 1:21.0 44 = 8 7 6 3.4 = 2x4 II 2x4 11 2x4 II 3x4 = 12-5.10 12-610 Plate Offsets (X.Y)-- 12:0-0-12,Edge1 [4:0-0-12 Edge] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.01 5 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Veri(CT) 0.02 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 44lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. All bearings 10-6-0. (lb) - Max Horz 2=-48(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 7, 8, 6 except 2=-123(LC 12), 4=-123(LC 13) Max Gmv All reactions 250 Ito or less at joints) 7, 8, 6 except 2=390(LC 1), 4=390(LC 1) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=A78/317, 3-4=-478/314 BOT CHORD 2-8- 162/350, 7-8=162/350, 6-7=-162/350, 4-6= 162/350 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directlyapplled or 10-0-0 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu(t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exteror(2) 0-4-3 to 3-4-3, Intedor(1) 34-3 to 6-2-13, Exterior(2) 6-2-13 to 9-2-13, Interior(1) 9-2-13 to 12-1-8 zone;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 ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcunenl with any Other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 8, 6 except 011=11a) 2=123, 4=123. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building --designer. 10) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No12839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING-Vedlydedgmpersmeferserd RFAO NOTES ON TN4ANOMCLUDWWEKREF£RANCEPAGEM&74"a x. MUctre1015BEFOHEGSE DedgnvalidforuseonlywithMBel�connectors. This design is based only upon parameters shown, and is for an Individual bullding component. nor �■- t`j a truss system. Before use, the bullding designer must verify me applicability of design parameters and papery Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of mit dual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with poollple personal injury and property damage. For general guidance regarding Me fabrlcatlon, storcge! delivery. erection and bracing of trusses and truss systems, seeANSVWII Quo' C18arla, DSB419, and BC31 Building Component Safety mlormatbrevallable from Truss Plate Institute, 216 N. Lea Street Sulte 312. Alexandria, VA 22314. 6904 Pade East Blvd. Tampa, FL 33610 Job Truss Truss Type r Oly Ply 1492829 � T76418769 1492829 PB04 Piggyback 15 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, - 8.220 If Nov 16 2018 MiTek Industries, Inc. Mon Mar 4 12:44:23 2019 Page 1 , ID:aFi914SpMBRrFC7nxPdllDyiNO3-p6OgV1Wr11ZeTlh1OzEBd3eYS9OpJ07eOPSErpwIPs Scale = 1:24.9 4x6 = b 3x4 = 14 II 3x4 = LOADING (psl), SPACING- 2-0-0 Cat. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vart () 0.02 5 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.04 5 1 120 BCLL 0.0 " Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017frPI2014 MIAMI Weight: 471b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=303/12-8-0, 4=303/12-8-0, 6=623/12-8-0 Max Horz 2_ 57(LC 10) Max Uplift 2=-94(LC 12), 4=-104(LC 13), 6=-117(LC 12) Max Graff 2=307(LC 23), 4=307(LC 24), 6=623(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ile) or less except when shown. WEBS 3-6=-405/233 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) OA-3 to 3-4-3, Interior(1) 3-4-310 7-3-13, Exterior(2) 7-3-13 to 10-3-13, Interior(1) 10-3'A3 to 14-3-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requireslcontinuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load noncondument with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2 except (jt=lb) 4=104, 6=117. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Dale: March 4,2019 O WARNING- Veritytlesignperametersand REAUNOMIS ON TMSANOINCLUOEOMgr REFERANCEPAGEMLL74Metre. 10,031915BEFORE USE Design valld for use only witty MBalk0 connectors. This design is based only upon parametersshown, and Is for on Individual building component, not ��- a truss system, Before use, me building designer must verify the oppllcabllity of design parameters antl properly Incorporate thin design Into the overall building tleslgn Bracing indicated is to prevent buckling of Individual Muss web and/of chord members only. Adatlonal temporary and permanent bracing MiTeK Is always required for stabiery and to prevent collapse with postible personal injury and property damage, for general guidance regarding the fabricafion, storage; delivery, erection and bracing of trusses and Muss systems, seeANSVrPII pusuryy Clients, DSB49 and SCSI Building Component 6904 Parke East BNtl. Sa64ty mformatbmvallable Mom Truss Plate Insffiute, 218 N. Lee Street, Suite 312. Vexondria. VA 22314, Tampa, FL 33610 r Job Truss Truss Type a I Dry Ply T16418770 1492829 PB04A GABLE 1 1 �1492829 Job Reference (optional) Builders First Source, Plans City, FL- 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 412:44:23 2019 Page 1 ID:aFi914SpMBRrFC?nxPdl lDyiNO3-p6OgV1 Wit lZeTlh10zEBd3eZM90ZJRDeOPSErpzelPs 7-3-13 14-7-10 7.3-13 7.3-13 4x6 = 3.6 = 10 9 a 7 6 3x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COIL 1.25 Rep Stress Incr YES Code FBC20171TP12014 Scale = 1:24.5 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.50 Vert(LL) 0.01 5 n/r 120 MT20 2441190 BC 0.56 Vert(CT) 0.02 5 ntr 120 WB 0.00 HOa(CT) 0.01 4 We n/a Matrix-SH Weight: 56 lb FT=20% BRACING- - TOP CHORD Structural wood sheathing directly applied or 6-M oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-8-0. (lb) - Max Horz 2=-57(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 9, 10, 7, 6 except 2=-114(LC 12), 4=-114(LC 13) Max Grav All reactions 250 Ib or less at joint(s) 8, 9, 10, 7, 6'except 2=389(LC 1), 4=389(LC 1) FORCES. (Ib)-Max..CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-565/34513.4=-565/345 BOT CHORD 2-10=-174/409, 9-10=-174/409, 8-9=-174/409, 7-8=-174/409, 6-7=174/409, 4-6=-174/409 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7•10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=101t1 Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 7-3-13, Exterior(2) 7-3-13 to 10-3-13, Interior(1) 10-3-13 to 14-3-8 zone;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 ANSVTPI 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 nonconcurfent 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 1001b uplift at joint(s) 9, 10, 7, 6 except Qt=lb) 2=114, 4=114. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 Q WARNING -Verily tlesign pammelers and READ NOTES ON THIS AND INCLUDED MrENREFERANCE PAGE MIL74" rev. IGUet!015 BEFORE USE. Design valld for use only with MreM connectors. This design Is based only upon parameters shown, and Is for an IndNidual building component. not a truss System, Before use, the building designer must verify the applicability of desl9n parameters and properly Incorporate this tlesign Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members ody. Additional temporary and permanent bracing MiTek- b always required for stobillry and to prevent collapse weh possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, section antl bracing of trusses and truss systems, seeANSUIP1f CuallIl1yy CM.do. 0111-69 and IIC51 Building Compononf 69M Parke, East Blvd. Safety Infonnatbrwvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type t r City Ply 1492829 T16418771 1492829 PB05A GABLE 1 1 Job Reference (optional) Builders First Source, I Plant City, FL - 32566, 8.220 s Nov 16 2018 Mil Industries, Inc. Mon Mar 4 12:44:25 2019 Page 1 ID:aFi914SpMBRrFC?rucPdIIDONO3-IV WawjY5ZfpMjcrPYOG6Ukva4lnKjwrjxLvhzelPq 7.3-13 / 14-7-10 ' 7-3-13 7-3-13 Scale a 1:24.5 46 = 3x6 = 10 9 6 7 6 3x6 = 0.71-13 14-7-10 0-11-13 13-7-13 Plate Offsets (XY1-- 12:0-2-120-1-B114:0-2-120-1-81 LOADING (pas) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(L-) 0.01 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.02 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hom(CT) 0.01 4 n/a n/a BCDL 10.0 Code FSC2017/TP12014 Matrix-SH Weight: 56 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 12-8-0. (lb) - Max Horz 2=-57(LC 10) Max Uplift All uplift 100 Ib or less at joints) 9, 10, 7, 6 except 2=-114(LC 12), 4=-114(LC 13) Max Gmv All reactions 250 lb or less atjoint(s) 8, 9, 10, 7, 6 except 2=389(LC 1). 4=389(1.0 1) 1 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-565/345, 3-4=-565/345 BOT CHORD 2-10=-174/409, 9-10=174/409, 8-9=-174/409, 7-8=-174/409, 6-7=-174/409, 4-6=-174/409 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; Ill81C Cat. II; Exp B; Encl., GCpi=0.18; Mill (envelope) and C-C Exarior(2) 0-4-3 to 3-4-3. Interior(1) 3-4-3 to 73-13, Exterior(2) 7-3-13 to 103-13, Interior(1) 10-3-13 to 14-3-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord beating. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 100I11 uplift at joint(s) 9, 10, 7, 6 except Qt=lb) 2=114, 4=114. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No.12839 MTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33910 Date: March 4,2019 Q WARNING - Verb design parameters and BEAD NOTES ON MIS AND INCLUDED MMEK REFERANCE PAGE still 3 ree 1OR12016 BEFORE USE. valid for use only with MBeI� connectors. this design Is based only upon parameters shown. and Is for an Individual building component, not but th a truss system. Before use, e buliding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckllng of individual host web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for slab0ity, and to prevent collapse with posdbie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSVTPII Cuolryryyy Cdfefla. DSB49 and SCSI Building Component 69N Parke East Blvd. Safety Informatbmvallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Nexandrlo, VA 22314. Tampa, FL 33610 Job Truss Thus Type 1 r Oty Ply T16418772 1492829 Tot - Piggyback Base Supported Gable �1492829 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 4 12:44:27 2019- Page 1 ID:aFi914SpMBRrFC7nxPdllDyiNO3-itdLKOZM5G34yw7ofpl7nvpKjnrAFCkOw103 azelPo -1-P-P 19-3-11 29-3-5 47-11-0 1.0-d 19-3-11 &11.10 - 18.7-11 TOP CHORD UNDER PIGGYBACKS Scale =1:83.6 Sat) = TO BE LATERALLY BRACED BY Sx6 = PURLINS AT 2-0-0 OC. MAX. 6.00 F12 12 13 14 15 16 17 TYPICAL. eve = 51 50 49 4B 47 46 45 43 42 41 40 39 38 37 36 34 33 32 31 30 29 28 27 44 35 axe = 3.6 = Plate Offsets(X,Y)- rl2:D-3-0,0-2-01 r17:0-3-0.0-2-0] f21:0-0-0,0-3-01126:0-0-140.1-121127:0-0-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress [nor YES WE 0.16 HOrz(CT) 0.01 27 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-SH Weight: 353 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 17-37, 16-38, 15-39, 14-40, 13-41, 12-42, 11-43, 18-36 REACTIONS. All bearings 47-11-0. - (II - Max Horz 2=173(LC 9) Max Uplift All uplift 100 lb or less at joints) 2, 38, 39, 40, 41, 43, 45, 46, 47, 48, 49, 50, 36, 34, 33, 32, 31, 30, 29 except 51=-115(LC 12), 28=-133(LC 13) Max Gmv All reactions 250 Ib or less at joint(s) 27, 2, 37, 38, 39, 40, 41, 42, 43, 45, 46, 47, 48, 49, 50, 36, 34, 33, 32, 31, 30, 29, 28 except 51=280(LC 23) FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 8-9=-106/310, 9-10= 131/382, 10-11=-156/456, 11-12=-183/528, 12-13=-162/504, 13-14=-162/504,14-15=-162/504,15-16=-162/504,16-17=-162/504,17-18=-183/531, 18-19= 157/460,19-20=-131/385, 20-21=-106/314 WEBS 3-51=-207/319, 25-28=-178/335 NOTES- (11) I Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18tt; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 3-9-8, Exlerior(2) 3-9-8 to 19-3-11. Cornelia) 19-3.11 to 24-1-3. Exterior(2) 24-1-3 to 29-3-5, Comer(3) 29-3-5 to 34-0-13, Exterior(2) 34-0-13 to 47-9-4 zone;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 (name[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP1 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-M Do. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 2, 38, 39, 40, 41, 43, 45, 46, 47,48, 49, 50, 36, 34, 33, 32, 31, 30, 29 except Gt=1b) 51=115, 28=133. 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PENo.22839 6fiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 A WARNING- Verity design parameters and READ NOTES ON ME AND INCLUDED MAEKAEFEAANCEPAGE M3-7473 rev. 1e40120156EFOAE USE ' Design valid for use only with MOeM 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 builtling design. Bracing Indicated is to prevent buckling of Individual Max web and/or chord members only. Additional temporary and permanent bracing MlTek* 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. seeANSIy1Pl1 CuedMyCMei a, DSB49 and SCSI Building Componont. 6904 Parke East Blvd. Safety mfermallow,vaeabke from Truss Rate Institute. 218 N. Leo Street. Suite 31 Z Alexandria, VA 22314. Tampa, FL 33610 Job Tmss -TPM1gg s Type f Oty Ply 1492829T1641B7731492829 T02 yback Base 7 1 /. Job Reference (optional) uuleers Furst Source, Plant Gity, FL- 32566, 8220 a Nov 16 2018 MiTek Industries, Inc. Mon Mar.412:44:29 2019 Page 1 ID:aR914SpMBRrFC?mPdl lDyiNO3-eG1514bcctKnBD8BnDKbsKuW eaM3j2SWOLvY2Sw[Pm 1-0-1 7--I 3-7-0 j 4.11-13 1 29-8-5 32--10.1 40.13 -7 414 46-30 24 --13 374 Scala = 1:89.9 6x8 = _ 6.00 12 axis r fi 26 27 7 tTP= 17 'u 16 an os po 14de ea 13 34 12 4z6 = 2x4 II 6xl2 MT20HS= 3X6 = 6x12 MT20HS= 2x4 II 46 4.6 = 8.6.3 13.0.10 24.3-8 35-8-6 40-0-13 48-7-0 8.6.3 4-&7 it-2- 44 11-2-14 4-&7 8-63 Plate Offsets (X,Y)-- r6:0-4-0 0-1-151 (-7:0-4-0 0-1-151 r13:0-4-12 0-3-01 rl6:0-4-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (roc) Ndefl LidPLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.32 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.6613-15 >886 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES W B 0.40 Hom(CT) 0.23 11 r1/a Na BCDL 10.0 Code FBC2017ITP12014 Matdx-MSH Weight: 281 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 6-7: 2x6 SP M 26, 1-4,9-11: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 3-16. 6-16, 6-15, 7-15. 7-13,10-13 13-14: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2257/0-8-0, 11=2186/0-8-0 Max Horz 2=168(LC 9) Max Uplift 2=517(LC 12), 11=-493(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3=-4241/1785, 3-5=-3431/1584, 5-6=-3344/1744, 6-7=-2705/1398, 7-8=-3345/1738, 8-10=-3433/1578, 10-11=-4249/1794 BOT CHORD 2-17- 1507/3697, 16-17=-1507/3697, 15-16=-941/2632, 13-15=-917/2633, 12-13=-1486/3705, 11-12=-1486/3705 WEBS 3-17=0/339, 3-16=-861/446, 5-16=-334/355, 6-16=-546/984, 6-15=-72/318, 7-15= 74/316, 7-13=-547/986, 8-13=-332/354, 10-13=-869/478, 10-12=0/339 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18tt; Cat. II; Exp B; Encl., GCpi-0.18; MWFRS (envelope) and C-C Extedor(2).-1-0-0to 3-10-5, Intedor(1).3-10-5 to 19-3-11, Exterior(2) 19-3-11 to 26-2-2. Interior(l) 26-2-210 29-3-5, Exierior(2) 29-3-5 to 36-1-12, Intedor(1) 36-1-12 to 48-7-0 zone;C-C.for members and forces 8 MWFRS. for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=517, 11=493. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22939 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2019 Q WARNWG-Ve Hydesl9nparamete..d REAONOTES ON 7NISANDINCLUOEDM KREFERANCEPAGEMLL74M.V.. 1010211015BEFOREUSE Design valid for use, only with MRek®connectors. This design Is based only upon parameters shown, and is for an Inclvltlual bNlding component, not a truss system. Before use, the bullding designer must verify, Me cpplicobllry of design parameters and properly Incorporate Mls tlesign Into the overall building design. Bracing Indicated Is to prevent buckling of lndlMduol fil web and/or chord members only. Additional temporary and permanent bracing Is always required for sfaaftV and to prevent collapse with pos4ble personal Injury and property damage. For general guidance regarding me MiTek' fabrication, storage, delivery, erection and bracing of trusses and tress system% seeANSKI ll Quality Criteria, DSB49 and SCSI Building Component Safety Informatblpvollable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r r Oty Ply ' T76418774 1492829 T03 GABLE 1 1 �1492829 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.220 a Nov 16 2018 MiTek Industries, Inc. Mon Mar 4 12:44:30 2019 Page 1 ID:aR914SpMBRrFC?nxPd11 DyiNO3-6SJTzDcENBSepNjNWgPXRgrt_hySPefd?e6bvzelPl -1 -P 6-6-7 12-]-12. 19.341 25-fi-8 31-9-5 38.5.4 44-fi-9 51-1-0 -0- EB-7 6-1-6 6-7-14 6-2-13 6-2-73 6.7-14 A 6-6-7 5x6 = 6.00 FIT 3.8 = 5.6 = Scale - 1:92.2 3x6 O 5x6 i 5 49 4 3x6 C 9 52 3x6 0 0 0. 3 46 53 12 ST1.5xe STP = 12 } IT a 21 20 54 5519 1B 17 16 56 15 1457 58 13 3x6= 5x6 WB= 3x8= 4x6 4x8 = 3x8 = 5x6 W B = 3x6 = 2-10-8 9-i-9 19-3-11 25-fi-8 31.9-5 41-17-7 51-1-0 2-10.8 6-3-1 _ 10.2.2 6-2-13 &2-13 10.2-2 4x6 = Plate Offsets (X,Y)-- [4:0-0-0,0-1-121, [4:03-O,Edgel, [6:0-3-0,0-2-01, [8:0-3-0,0-2-01 [35:0-1-15,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) -0.44 18-20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.96 Ven(CT) -0.93 18-20 >617 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.79 Horz(CT) 0.22 12 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 3451b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6,8-10: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except' 14-17:2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-18, 7-18, 7-15, 9-15 REACTIONS. (lb/size) 2=2084/3-2-0, 12=2280/0-8-0, 21=303/0-3-8 Max Horz 2=168(LC 11) Max Uplift 2=-471(LC 12), 12=-509(LC 13), 21=88(LC 12) Max Gmv 2=2090(LC 2), 12=2280(LC 1), 21=303(LC 1) FORCES. file) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4359/1843, 3-5=-4137/1814, 5-6=-3325/1581, 6-7= 2899/1506, 7-8= 2915/1506, 8-9=-3341/1580,9-11=-4305/1894,11-12=-4539/1943 BOT CHORD 2-21— 1572/3814, 20-21— 1572/3814, 18-2b=-1374/3401, 16-18=-1087/3097, 15-16=-1087/3097,13-15=-1377/3472,12-13=-1624/3995 WEBS 3-2D=-340/271, 5-20=-136/508, 5-18=-749/501, 6-18=-426/1099, 7-18=-519/227, 7-15_ 489/210, 8-15=-433/1103, 9-15= 831/533, 9-13=-234/658, 11-13=-0g5/322 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; that Bft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 4-1-5, Interior(l) 4-1-5 to 19-3-11,. Extedor(2) 19-3-11 to 26-6-6, Interior(1) 26-6-6 to 31-9-5, Extedor(2) 31-9-5 to 39-0-0, Interior(1) 39-0-0 to 51-1-0 zone;C-C for members and forces 8 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 ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise Indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pal 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, with BCDL= 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21 except at=lb) 2=471, 12=509. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No.32839 MTk USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2019 Q WARNING-Wd/ydeslgnperzmelersanEREAD NOTES ON THISMDMCLUDEOMREKFEFEFANCEPAGEM 74m.re. la=20ISBEFORE USE Design valid for use only With MTek® connectors. This desgn Is based only upon parameters shown, and Is for an IndNdual buldng component, not a truss system. Before use, the build Ing designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing induced is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabillry, and to prevent collowe with pos9ble porwnol Inlury and property damage. For general guldance regarding Me fabrication, storages delivery, erection and bracing of trusses and truss systems. seeAN81AP11 CualBByy Clients. DS04t9 and BC51 Building Component 69N Parke East Blvd. Safety Informatbaavo loble from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 cityPly r1641B775 1492829 T04 Piggyback Base �1492829 3 1 � Job Reference 0 tional Builders Firs150urce, Plant Guy, PL - 32568, a.L U s NOV 10 <u 10 Ne i ex inuuslees, inU. rcmn n,a, r ,2.44.52 m, rn8e , sl 5.6 = 3x6 = Sx6 = 6.00 r12 5 27 6 28 7 Scale = 1:94.6 d STP = 10 n ( 18 31 17 - 16 15 14 33 13 12 39 3b 11 4x8 3x6 = 5.6 WB= 3x8 = 4x6 2.4 II 3x8 = 5.6 WB= 3x8 = 4x6 = = LOADING (Pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2017/rP12014 CSI. TC 0.94 BC 0.96 WB 0.82 Matrix-MSH DEFL. Ved(LL) Vert(CT) Hocc(CT) in (loc) Well L/d -0.42 16-18 >999 240 -0.8416-18 >734 180 0.25 10 n/a r✓a PLATES GRIP MT20 244/190 Weight: 298 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,9-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directlyapplied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 4-16, 6-16, 6-13, 8-13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2369/0-8-0, 10=2298/0-8-0 / Max Hoe 2=168(LC 11) Max Uplift 2=-535(LC 12), 10=-511(LC 13) FORCES. (lb) -IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4523/1931, 3-4=-4252/1874, 4-5= 3361/1608, 56= 2938/1526, 6-7=-2940/1520, 7-8=-3363/1602, 8-9=425B/1877, 9-10=4523/1951 BOT CHORD 2-18=4656/3983, 16-18=-1393/3463, 14-16=-1105/3138, 13-14=-1105/3138, 11-13_ 1368/3466, 10-11=-1634/3991 WEBS 3-18=441/318,4-18=-203/637, 4-16=-821/523, 5-16=-447/1128,6-16=-520/223, 6-14=0/268, 6-13=-519/219, 7.13=451/1129, 8-13=824/524, 8-11=229/642, 9-11=445/343 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18h; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 4-1-5, Interior(1) 4-1-5 to 19.3-11, Extedor(2) 19-3-11 to 26-6-6, Interior(1) 26-6-6 to 31-9-5, Exterior(2) 31-9-5 to 39-0-0. Interior(1) 39-0-0 to 51-1-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60plate grip DOL=1.60 3) Provide adequate drainage to prevent waterponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between;the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joints) except (jt=Ib) 2=535, 10=511. 7) `This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PENo72839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: March 4,2019 Job Truss Truss Type r city Ply 1492829 T1salens 1492829 T05 Piggyback Base 4 1 Job Reference (optional) Builders First Source, Plant Crty, FL-32b55, a.zzu S NOV 10 4V 10 mu ex Inausalu5, Mc. Mmr Mar 4 u-%4.04 ram rduu r I D:aFi914SpMBRrFC7nxPdl ]Dyi NO3-_EYyoflRciy41718anwmZNhJIb2vOCxFYdcJkgzelPh - -0 0 6S7 12-7-12 19.3-14, 26.7-8 33-11-5 4W 4 4fi-8-9 §L_ 1-01 6-6.7 6-0.5 6.7. -- 7-3-13 7.3-03 6-7-14 6-1-5 6-fi-0 5x5 = axe = 5x5 = 6.00 12 6 ] g ST1.5x9 20 31 34) = M:18 19 " 18 17 33 5x6 we = 3.8 = 46 = 16 2.4 II 34 15 14 35 3xB= Sxfi WB= 36 13 3x6 = Scale =1:98.7 0 d ST1.Sx8 STP = yV 12 C 5xe = LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (IDD) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.47 18-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.9618-20 >667 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.26 12 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix-MSH Weight: 306 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 14,10-12: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except* WEBS 1 Row at midpt 5-18, 7-18, 7-15, 9-15 14-17,17-19: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SPNo.3 REACTIONS. (Ib/size) 2=2467/0-8-0, 12=2396/0-8-0 Max Horz 2=168(LC 9) Max Uplift 2=-550(LC 12), 12=-526(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4801/2031, 3-5=456B/1997, 5-6=-3618/1699, 6-7=-3165/1614, 7-8=-3166/1608, 8-9= 3619/1693, 9-11= 4574/2004, 11-12=4808/2055 BOT CHORD 2-20- 1750/4228, 18-20=-1505/3713, 16-18=-1223/3448, 15-16=-1223/3448, 13-15=-1480/3716,12-13- 1728/4236 WEBS 3-20=403/303, 5-20=-211/646, 5-18=-821/537, 6-18=453/1201, 7-18=-613/260, 7-16=0/331,7-15=-612/256,8-15=457/1202, 9-15=-825/538, 9-13=-240/651, 11-13=407/329 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl„ GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-0-0to 4-3-14, Interior(1) 4-3-14 to 19-3-11, Exterior(2) 19-3-11 to 26-7-8, Interior(1) 26-7-8 to 33-11-5, Exterior(2) 33-11-5 to 41-5-11, Interior(1) 41-5-11 to 53-3-0 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=550, 12=526. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced bythe building code." Walter P. Finn PE No.22839 M1Tek USA, Inc. FL Cori 6634' 8904 Parke East Blvd. Tampa FL 33610 Dale: March 4,2019 O WARNING- Verity design decameters and READ NOTES ON MIS AND INCLUDED NMEK REFERANCE PAGE MIP74M rev. 1GAY2e15 BEFORE USE. Deagn valid for use only with Mlfeldl connectors. This tleslgn Is bosad only upon parameters shown and Is for on IndNldual building component, not a truss system. Garore use, the building designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into the overall bulldingdeign. Bidding Indicated Is to prevent buckling of Individual buss web and/or chord members oNy. AddieonaltemWroryondpennonentbracing MiTek' Is alwayscoqulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcatlon, storage. delivery, erectlon and bracing of trusses and truss systems, seeANSVIP1t poal8r Cali DSB49. add SCSI binding Component 69N Parke East Blvd. Safety Informatiorrovo9oble from Tnas mate Institute, 218 N. Ise Sheet. Suite 312, Newhard. VA 22 14. Tampa, FL W610 Job Truss Truss Type r r City Ply r T16418777 1492829 TOSA GABLE 1 1 �1492829 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16 201B MiTek Industries; Inc. Mon Mar 412:44:36 2019 Page 1 ID:aFi914SpMBRrFC7nxPdl IDyiNO3-xcglDTg7zl CoXIBXhCyEfohfoPkNS6RY4%SDoYzelPf -12-7-12 I 3-1 I - 7267-1-83 7-3171-35 - I fi-7-14 4fi6-18-.59 & 1-0�661&14 5.6 = 6aO 12 axe = 5x6 = Scale=1:98.7 STP = 12 au ba le ..- iB 17 SS 16 5e 1B 14 57 55 13 3x6 = 5.6 AB = 3x8 =, 4x6 = 3x8 = 5x6 W B = 3x6 = Sx8 = 5x8 = 9 I 27a6-7.t.a8 373s-111-a5 4m4-.1p99 8-3 Plate Offsets (X,Y)- 12:0-1-11,Edgel 16:0-4-0.0-2-81 18:0-4-0 0-2-81 112:0-1-17 Edgel LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (lac) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.47 18-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.96 18-20 >667 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.83 Hom(CT) 0.26 12 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 3721b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 14,10-12: 2x4 SP No.2 BOT CHORD 2x4 SP No.I 'Except' 14-17,17-19: 2x4 SP M 31 WEBS 2x4 SP.No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-18, 7-18, 7-15, 9-15 REACTIONS. (Ib/size) 2=2467/0-8-0, 12=239610-8-0 Max Horz 2=168(LC 9) Max Uplift 2=-550(LC 12), 12=-526(LC 13) FORCES. (Ib) - Max CompdMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4801/2031, 3-5=-4568/1997, 5-6=-361 all699, 6-7=-3165/1614, 7-8=3166/1608, 8-9=-3619/1693,9-11=-4574/2004,11-12- 4808/2055 BOT CHORD 2-20=-1750/4228, 18-20=-1505/3713, 16-18=-1223/3448, 15-16= 1223/3448, 13-15=-1480/3716, 12-13_ 1728/4236 WEBS 3.20=-403/303, 5-20=-211/646, 5-18- 821/537, 6-18= 453/1201, 7-18=-613/260, 7-15=-612/256, 8-15=-457/1202, 9-15= 825/538, 9-13=-240/651, 11-13=-407/329, 7-16=0/331 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18h; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 4-3-14, Interior(1) 4-3-14 to I"-11, Exarior(2) 19-3-11 to 26-7-8. Interior(1) 26-7-8 to 33-11-5, Exter r(2) 33-11-5 to 41-5-11, Interior(1) 41-5-11 to 53-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVFPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL= 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=550, 12=526. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Date; March 4,2019 Q WARNING -VedlydeslSnpmeenstereend REABNOTES ON TN/SMDMCLUOEOMREKNEFERANCEPAGEM474]Smv. 10,113,2015BEFONE USE IMF valid for use only with Mari connectors. This design Is based only upon parameters shown, and Is for an Individual bullding 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 bulldingdesign. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporcry and permanent bracing MiTek' is always required for stoblllty and to prevent collapse with possible personal Iniury and properly damage. For general guidance regarding the fobricanon, storage, delivery, erection and bracing of musses and muss systems, s larkIN /Ipil Cuall9ryy Criteria, DS549 and BCSI Building Component 69N Parke Ever Blvd. Saloty mformatbrgvailable mom Truss Plate Institute. 218 N. Lee Street, Sure 312. Alexandria, VA 22314. Tampa, FL 33610 Job Tress Truss Type ' ' Oty Ply 1492829 T76418778 1492829 T06 Piggyback Base 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 S Nov 16 2018 MITek Industries, Inc. Mon Mar 412:44:37 2019 5x6 = 6.00 12 US = 5x6 = 521V 18 1] 33 16 E4 15 1430 ab 13 21 20 3a6 = Sire = 3.6 2.4 II 3xB = 4x6 — 3x6 = 46 = 6.8 = 9111 I 26-1 F 21--3 444-7 5330 9-9 091-118 33 .3-73 7-35 10-2.2 9-1-9 Scale: 1/8'e1' 0 STP = 12 b tr:IElli Plate Offsets (X Y)— t6:0-3-0 0-2-01 f8:0-3.0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) -0.36 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.7113-15 >712 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.89 Horz(CT) 0.11 12 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 3031b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 17-19: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. WEBS 1 Row at midpt 5-21, 7-18, 7-15, 9-15 REACTIONS. All bearings 11-3-0 except Ut=length) 12=0-8-0, 20=0-3-8. (lb) - Max Horz 2=168(LC 9) Max Uplift All uplift 100lb or less atjoint(s) 2 except2=-236(LC 26). 21=-684(LC 12), 12=-445(LC 13) Max Grav All reactions 2501b or less at joint(s) 2 except 21=2947(LC 1), 12=1874(LC 1), 20=285(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-404/974, 3-5=-444/1222, 5-6=-1535/826, 6-7=-1291/828, 7-8=-2092/1171, 8-9=-2426/1207,9-11=-3396/1513,11-12=-3632/1557 BOT CHORD 2-21=-820/433, 20-21=-112/406, 18-20=112/406, 16-18=-603/1987, 15-16=603/1987, 13-15=-1047/2654,12-13=-1299/3186 WEBS 3-21=-447/318, 5-21=-2792/1325, 5-18=-437/1310, 6-18=-75/305, 7-18=-1214/530, 7-16=0/367, 7-15=-121/265, 8-15= 232/668, 9-15=,828/539, 9-13=-244/665, 11-13=-413/332 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vu11=160mph (3-second gust) Vasdl24mph; TCDL=4.2psh BCDL=3.Opsh h=1811; Cat. II; Exp S; Encl., GCpi=O.iB; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 4-3-14, Interior(1) 4-3-14 to 19-3-11, Exterior(2) 19-3-11 to 26-7-8, lateral 26-7-8 to 33-11-5, Exlenor(2) 33-11-5 to 41-5-11, Interior(1) 41-5-11 to 53-3-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0lost 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 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=236, 21=684, 12=445, 2=236. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSItTPI 1 as referenced by the building code.* Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: March 4,2019 AWARNING- treatydess;m ra.metensendFlEADNOTES ONTNISANDINCLUDEUMITECREFEIlANCEPAGEM37473rev.leV32015BEFOREUSE. Design valid for use only with Ml connectors. This design Is based only upon parameters shown, and b far an Individual building component not a truss system. Before use, the building designer must verity. the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of hall hum web and/or chord members only. Additional temporary and permanent bracing b always required for stability and to prevent collapse whh possible personal injury and property damage. For general guidance regarding Me fabrication, storage,,delivery, erection and bracing of humoo and truss systems seeANStytPlt Cua1Nv CattailDSB49 antl SCSI BuIldbp Component, Safety Informational from Truss Plate Institute, 218'N. Lee Street, Suite 312: PlexantlAa. VA 22 14, I1 M!Tek* 6904 Parka East Bind. Tampa, FL 33610 Job Truss Truss Type ' CRY Ply T16418779 1492829 T07 Piggyback Base 7 1 �1492829 Job Reference (optional) dancers rlrsl bource, rlanl Ugly, rL- 32abb, . UZZU a NOV IO zu IC ml I as mu=nes, Inc. man mar a ¢:eKaV zum raga i ID:aR914SpMBRrFC7nxPdl lDyiNO3-LBMIsVItGyaNOmv6MKWxGRJCIcmm3SG hvK4PtzelPc 0 3 40-7-48 6T 34 5-1-0b 0 0 60.7%0 &73 -85 70 S- 5x6 = 6.00 12 3xB = 5,6 = 6 7 u Scale = 1:9a.7 S STP = 12 IT 20 In re 18 11 az 16 41 15 14 as ab la 46 = ST1.5xB STP = 3x6 = SxB = 3x6 2.4 11 3x8 = 4.6 = 3.6 = 06 = axe = 10.11-0 19-3-11 26-7-8 33-71-5 44-1-7 53-3-0 Plate Offsets (X,Y)— 14:0-3-0,Edcel, 16:0-4-0,0-2-81 18:0-3-0,0-2-OL 120:O-3-8,0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.89 Vert(LL) -0.35 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.69 13-15 >741 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.95 Horz(CT) 0.09 12 War n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 303 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 17.19: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS._ (lb/size) 2=141/0-8-0, 20=2925/0-8-0, 12=1796/0-8-0 Max Hoa 2=168(LC 9) Max Uplift 2= 105(LC 26), 20=-615(LC 12), 12=-432(LC 13) Max Grav 2=235(LC 23), 20=2945(LC 2), 12=1796(LC 1) BRACING - TOP CHORD • Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. WEBS 1Row at midpt 6-18.7-18.9-15.5-20.5-18 FORCES. gle) -Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2;3= 255(731, 3-5=-299/903, 5-6=-1251/675, 6-7=-1012/707, 7-8=-1931/1103,. 8r9=-2247/1132,9-11=-321911438,11-12=-345611477 BOT CHORD 2.20=-601/305, 18-20=-751/497, 16-18= 503/1767, 15-16=-503/1767, 13-15=-980/2495, 12-13=-1232/3031 WEBS 7-18— 1305/564, 7-16=0/377, 7-15=146/352, 8-15=-194/586, 9-15=-828/539; 9-13=-245/668, 11-13=-414/333, 5-20=-2437/1199, 5-18=-790/2096,3-20=-371/256 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops1; h=18f ; Cat. II; ExP B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 4-3-14, Interior(1) 4-3-14 to 19-3-11, Exterior(2) 19-3-11 to 26-7-8, Interior(1) 26-7-8 to 33-11-5, Exterior(2) 33-11-5 to 41-5-11, Interior(1) 41-5-11 to 53-3-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11c) 2=105,20=615,12=432. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361D. Date: March 4,2019 Q WARNING -Vebfy Eealgn paramefers antl READ NOTES ON THE AND INCLUDED MDEK REFERANCE PAGE MO.7473 rev. 1AVJQO5 BEFORE USE Design valid for use only with M7ek® connectors. This design Is based only upon parameters shaven, and Is for on InclMduol building component, not a truss system. Before use, the building designer must verity the appllcoblllty 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 h always required for stabntly 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, seeANSSVTPII Ouollly Creeds, 050-89 and SCSI Bustling Component Safety mformatblgvailable from Truss Plate Institute. 21B N. We Street. Suite 312, Alexandria. VA 22 y14. Welk' 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type r ' Ply �1492829 T76418780 1492829 TOB Piggyback Base �Oty 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8220 a Nov 16 2018 Mil Industries, Inc. Mon Mar 4 12:44:40 2019 Page 1 _ ID:aR914SpMBRrFC7nxPdl]DONO3-pOwF3oW1 GiE0wUIw1 lAperOL052ox18wZ3exJzelPb -0. -1-1MI 26-37-13 3-135 I 9 4757 2 -12]7-0.0.11 &11450I .4-11 3347 5H 6 Sea = 6.OD F12 3xB = 5x6 = Scale = 1:94.9 21 ae zu 19 Its 33 17 '� 16 1b 14 13 bx6 = ST1.Sx8 STP = 3xB = 2x4 11 5x8 = ST1.5x8 STP = 2.4 11 46 6.8 = 6xB = 10-11.0 19.3-H 2&7-8 33-11-5 39.40 45-7-6 4 57 52-11-3 10.11-0 H 8.4d1 7-3-13 7-3-13 5.4-11 63.6 0.161 Plate Offsets (X Y)- 16:0-4-0 0-2-8] 18:0-3-0 0-2-01 114:0-3-8 0-3-01. 121:0-3-80-3-01 LOADING (psQ' SPACING- 2-" CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0' Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.27 21-24 >481 240 MT20 244/190 TCDL 15.0 Lumber DOLL 1.25 BC 0.91 Vert(CT) -0.62 21-24 >210 180 BCLL 0.0 Rep Stress [nor YES WB 0.81 HorrI 0.02 ' 14 111 n/a BCDL 10.0 Code FBC20171-rP12014 Matdx-MSH Weight: 312 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD 4-6: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 WEDGE Right: II SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 12=Mechanical. (Ib) - Max Horz 2=170(LC 9) Max Uplilt All uplift 100 Ib or less at joint(s) except 2=-109(LC 12), 14=-407(LC 13), 21=-467(LC 12),12- 172(LC 13) Max Grav All reactions 250 lb or less atjoint(s) except 2=481(LC 23), 14=1970(LC 2), 21=1855(LC 1), 12=546(LC 24) FORCES. (Ito) -Max. Comp./Max: Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 12-3=-302/164,.5-6=-945/559, 6-7=-736/610, 7-8- 530/509, 8-9- 671/510, 11-12=-687/355 BOT CHORD 17-19_ 194/964, 16-17=-194/964, 13-14- 191/525, 12-13=-191/525 WEBS 7-19= 397/162,7-17=0/412, 7-16=-713/292, 9-14=-14791716, 9-16=-306/1032, 5-21=-1374/761, 5-19=-299/969, 3-21=-370/255, 11-14=-727/423, 11-13=0/305 Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-19, 7-19, 7-16, 8-16, 9-14 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; III Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-M to 4-3-8, Intedor(1) 4-3-8 to 193-11. Exterar(2) 19-3-11 to 26-7-8, Interior(() 26-7-8 to 33-11-5, Exterior(2) 33-11-5 to 41-5-2, Intedor(1) 41-5-2 to 52-11-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed fora live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 2; 407 to uplift at joint 14, 467 lb uplift at joint 21 and 172 lb uplift at joint 12. Waller P. Finn PE No22839 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any II USA, Inc. FL Cart 6634 particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 69D4 Parke East Blvd. Tampa FL 3361D Date: March 4,2019 Q WARNING - Verily des/gn parameters antl READ NOTES ON THIS AND INCLUDED MIri REFERANCE PAGEMO-747a rev. ISMUI )IS BEFORE USE. Design valld for use only with M6eIRJ connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a truss system. Before use, the building designer must verity the appllcobllity of design parameters and property Incorporate this design Into the overall bulltling deslga Bracing Indicated is to prevent buckling of indlvldual truss web and/or chord members only. Additional temporary and permanent brochg MiTek' Is always required for stOblllN and to prevent collapse with possible personal Injury and property damage. For general guidance reaartling the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qua" Criteria, DSB49 and SCSI Building Component 69M Parker East Blvd. Safety Informallonavalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312; Alexandrlo. VA 22114, Tampa, FL 33010 Job Truss Truss Type Oty Ply F1492829,.:T16418781 1492829 - T09 Piggyback Base 2 1 o tional Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 412:44:42 2019 Page 1 I D:aFi914SpMBRfFC?nxPd11 DyiNO3-Im10UXImYWDeh2S3eu3rdc_gnXGrXRNtYkOCzel PZ --O 7-0-11 104 h0 13-0-1 183.11 26-7-8 33-173 39.4.0 4-28 47-1-0 52-11-3 -0- - 7.0-11 3-10-5 2-140 6-3-1 7-3-13 7-3-73 5-4-11 0-IN 6-10-10 5-10-3 Scale=1:94.9 5x6 3x8 = axis 6.00 12 - _ 21 Je eo 19 1O " 17 '9 16 1a 14 13 bx6 = ST1.SxB STP = 31 = 2.4 11 5xB = ST1.5xB STP = 2.4 II 46 = 6xB = axis = 10-11-0 79-3-11 26-7-8 33-11-5 39.4-0 47-1-0 52-11-3 1 10-11-0 8-4-11 7-3-13 NI3 5-4-11 ]-9-0 5-10.3 I' Plate Offsets (X Y)-- I6:0-4-0 0-2-8) (8:0-3-0 0-2-01 [14:0-3-8 0-3-0](21:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 DEL DEFL. in (too) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) -0.27 21-24 >481 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.62 21-24 >210 180 BCLL 0.6 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mafrix-MSH Weight: 312 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directlyapplied or 2-2-0 old puffins. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at micipt 6-19, 7-19, 7-16, a-16, 9-14, 11-14 WEBS 2x4 Be No.3 REACTIONS. All bearings 0-8-0 except 01=length) 12=Mechanical. (lb) - Max Horz 2=170(LC 9) Max Uplift All uplift 1001b or less atjoint(s) except 2=-108(LC 12), 21=-461(LC 12), 14=-455(LC 13), 12=-139(LC 13) Max Gmv All reactions 2501b or less at joints) except 2=478(LC 23), 21=1825(LC 2), 14=2081(LC 1), 12=465(LC 24) FORCES. (Ib)I- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-296/158, 5-6=-913/532, 6-7=-708/585, 7-8=-448/463, 8-9=-586/449, 9-11=-31/390, 1 11-12=-636/303 BOT CHORD 17-19=-185/923, 16-17=-185/923, 14-16=-272/259, 13-14=-176/507, 12-13=-176/507 WEBS 7-19=-358/14Q, 7-17=0/414, 7-16=-742/324,5-19=-284/940; 5-21=-1343/741, 9-16=-354/1091,9-14=-1644/814,11-14=-795/469,11-13=0/296, 3-21=370/255 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -1-0-0 to 4-3-8, Interior(1) 4-3-8 to 19-3-11, Exterior(2) 19.3-11 to 26-7-8, Interior(7) 26-7-8 to 33-11-5, Exteriar(2) 33-11-5 to 41-5-2, Intedor(1) 41-5-2 to 52-11-3 zone;C-C for members and forces 8 MWFRS for reactionslshown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0pst. ' 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ito uplift at joint 2, 461' Ile uplift at joint 21, 455 lb uplift at joint 14.and 139 Ile uplift at joint 12. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE NoR2838 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 O WARNING -Vedlydesfgh Pmamefersend NEAR NOTES ON THIS AND INCLUDED MmEKREFERANCE PAGE aa#-7473mv. 10,034?015 BEFORE USE. Design valid for, use only with MReM connectors, This design Is based only upon parameters shown, and Is for an IndNltlual building component, not a truss system. Before use, the building designer most verity, the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndlvlduol truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal lNury and property damage. For general guidance regarding the fabricafion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPI I Cualtltlyy CModn, DSB49 and BCSI BuldNp Component 6904 Palle East Blvd. SolInfoenationevallable from Truss Plate Instate, 218 N. Lee Sheet, Suite 312, Alexantlrla. VA 22314. Temps, FL 33610 Job Truss Truss Type ' ' Oty Ply�1492829T16418782 1492829 T101 Builders First Source, Plant City, FL- 32566, M eeus wov 10 eu 10 MI 1 e6,nuu5Ne5,,n, mini n,di 4,C.44.452v,7 5x6 6.00' 12 6 3xB = Sx6 = r B Scale = 1:92.2 �. .., 24 �= 21 3x6 = 3xB = 3x6 = 3x8 = 3xe = 14 6] 68 6x8 = 4x6 =. 6xB = 4x6 = 3x4 II 7.5-1d 1n.11.R 19 idt 2R-7-6 33.11-S 39-3-8 45-9.2 52-10.7 12W��p 1O 7-5-14 13-5-10 1 l 17-3-13 7-3-13 15.4-3 6-5-10 17-1-5 Plate ONsets(XY)-- [4:0-0-00-1-121 f4:0-3-0Edee7 [6:0-4-00-2-8][8:0-4-00-2-81 [9:0-0.00-1-121 [9:0-3-00-3-41 [13:0-0-140-2-4][47:0-1-150-0-01 f50:0-1-15,0-1-01 LOADING (psol SPACING- 2-0-0 C51. DEFL. in (toe) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ved(LL) -0.12 16-17 >999 240 MT20 244/190 TCDL 15.6 Lumber DOL 1.25 BC 0.73 Ved(CT) -0.2416-17 >999 180 BCLL 0.6 Rep Stress Incr YES WB 0.57 Horz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017/17I2014 Matrix-MSH Weight: 3951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,8-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-24, 7-19, 7-16, 10-13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 11-3-0 except (jt=length) 13=13-10-7, 12=13-10-7, 21=0-3-8, 14=0-3-8, 12=13-10-7. (lb) - Max Horz 2=170(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 27 except 24= 633(LC 12), 13=-554(LC 13), 22=-208(LC 3) " Max Gray All reactions 250 Ib or less6t joint(s) 2, 12, 23, 25, 26, 27, 14, 2, 12 exceptl24=2029(LC 1). 13= 141(LC 1), 21=431(LC 3) FORCES. (Ib)',- Max. Comp./Max. Ten. .-All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-138/299, 3-5=-261/678; 5-6>1534/829, 6-7=-1243/855, 7-8=-1234/866, - 8-10=-1525/842, 10-11=-227/596 BOT CHORD 23-24— 238/614, 22-23=-238/614, 21-22=-238/614, 19-21=-23B/614, 17-19=-466/1542, 16-17=-466/1542,14-16=-236/644,13-14=-236/644 WEBS 3-24=-396/325, 5-24=-2168/1129, 5-19=-209/776, 7-19= 577/244,7-17=0/423, 7-16=-601/236,10-16=-211/733,10-13=-2087/1108,11-13=-432/374 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Bit; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 4-3-7, Interior(1) 4-3-7 to 19-3-11, Exlerior(2) 19-3-11 to 26-7-8, Interior(1) 26 7-8 to 33-11-5, Extedor(2) 33-11-5 to 41-5-1, Interior(1) 41-5-1 to 52-10-7 zone;C-C for members and forces & MIN FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0lost 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 12, 27, 2, 12 except at=lb) 24=633, 13=554, 22=208. I design parameters end READ NOTES ON THIS AND INCLUDED MrrEKREFERANCEPAGE M147473 rev, only with MRek6 connectors. This deslgn Is based only upon parameters shown, and Is for on Indio Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810. Date: W1 MiTek' 69N PeMe East Blvd. Tampa, FL 33610 March 4,2019 Job Truss Truss Type ' City Ply T16418782 1492829 T10 GABLE COMMON 1 1 �1492829 Job Reference (optional) Builders First Source, Plant City, FL- 32566. , 8.220 s Nov 16 2018 Mli Industries, Inc. Mon Mar 412:44:45 2019 Page 2 ID:aFi914SpMBRrFC7nxPdl IDyiNO3-ALjB6YneroLW 6hN FjbdLW iZCZ1 mTFpt3gnPdxzelP W 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." AWARNING-Verl/ydeI19nRmemetartendREADNOTESONTHISANDINCLUDEDMITEKBEFEBANCEPAGEMII-74Terek.IGr0a2015BEFOREUSE. Design valid far use only with MRek® connectors. This design Is based only upon parameters shown, and Is for on Individual bullOing 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!i Bracing Indicated is to prevent buckling of individual tmss web and/or chord members only. Addlflonal temporary and permanent bracing If M1Tek` Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of truces and truss systems, seeANSUfPI I CuiHy Cdl DSB-69 and BCSI Bui Component Safety InformatbMyailoble from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexantlda. 6904 Parke East Blvd. Tampa, VA 22314. FL 33610 Job Truss Truss Type Oty Ply 1492829 Tifi478783 1492829 T11 Common 2 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566. B.220 s Nov 16 2018 Mil Industries, Inc. Mon Mar 412:44:46 2019 Page 1 ID:aFi914SpMBRrFC7nxPdl lDyiNG3-eXHW KuoGc6TNkrySHlBa3v5NsR9iCfb01UWy9uelPV •1-0-0 7-0-3 133-12 21f4 29-2.4 35-7-13 42.9.7 '1 0�7-0-3 1 6-5-9 F- - 7 10-4 - 7-10-4 -- 6-&9 7-1-10 ST ?I 0 5x6 = Scale = 1:78.0 n b 17 16 Is zY 14 aV Id 12 11 10 3.6 = 2x4 11 3x4 = 4.6 = 3xB = 4x6 = 3x4 2x4 11 46 1 LOADING (psi)' TCLL 20.0I TCDL 15.0� BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITPI2014 C51. TC 0.99 BC 0.89 WEI 0.72 Matrix-MSH DEFL. Vert(LL) Vert(CT) HOrz(CT) In (loc) I/detl Ud -0.22 12-14 >999 240 -0.5212-14 >990 180 0.19 10 n/a n/a PLATES GRIP MT20 244/190 Weight: .232Its FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-4-3 oc bracing. 13-15: 2x4 SP No.2 WEBS 1 Row at midpt 6-14, 7-14, 5-14 WEBS 2x4 SP No.3 , REACTIONS. (lb/size) 2=1993/0-8-0, 10=1923/Mechanical !Max from 2=184(LC 11) Max Uplift 2= 487(LC 12), 10= 462(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (16) or less except when shown. TOP CHORD 2-3=-3735/1429; 3-5=-3083/1263, 5-6=-2308/1062, 6-7=-2307/1068, 7-9=-3092/1282, 9-10=-3752/1479 BOT CHORD 1 2-17=-1148/3258, 16-17=-1148/3258, 14-16=-875/2674, 12-14= 872/2681, 11-12=-1200/3296, 10-11=-1200/3296 WEBS 6-14=-592/1438i 7-14=-982/501, 7-12=-133/543, 9-12=-702/388, 9-11=i/288, 5-14= 974/497, 5-16- 1161534, 3-16= 668/344, 3-17=0/276 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf;, Irl Cat II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-3-5. Interior(1) 3-3-5 to 214-0, Exterior(2) 21-4-0 to 25-7-5, Interior(1) 25-7-5 to 42-8-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This Mass has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=487, 10=462. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI i as referenced by the building code.' Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ceti 6634 6804 Parke East Blvd. Tampa FL 33610 Bate: March 4,2019 Q WARNING-Vely design paramefersend READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE Affl rev. fall"015 BEFORE USE, Design valid for use only with Mneklel connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgni 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 regording the fabrication, storage: delivery, erection and bracing of trusses and truss systems, seal it 11 Quiet My Crude, GSlA9 and Ill Buthdi Component 6904 Parke East Blvd. Safety lnfannallonaoolloble from Truss Plate Institute, 218 N. Lee Street, Sul}e 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 1492829 Tifi418784 1492829 T12 Common 5 1 Job Reference (optional) builders rlrst Source, clam uty, I-L- eZaba, O.<CV ] IYUv IO CUIO rvll I CM1 IIIU WYICJ, ,1,.. rv,uU,na, -, 1c.-,4n1 1U,a Sx6 = n nnF,—,- 6 Scale = 1:76.7 t d d ,o — 1.1 eo -- 14 ,., 12 11 ST1.5x6 STP = 4x6 = 5x8 = airs = 4x6 1 5x8 = 6x8 = 2xd 11 4x6 = LOADING (psQ, SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.2214-16 >999 240 MT20 244/190 TCDL 15.01 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.4414-16 >785 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.83 Horz(CT) 0.03 10 rda n/a BCDL 10.0'. Code FBC2017/TPI2014 Matrix-MSH Weight: 2611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. I BOT CHORD 2x6SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14, 6-14, 7-12, 9-12 REACTIONS. (lb/size) 2=1188/0-8-0, 12=2440/0-6-0, 10=287/Mechanical Max Horz 2=184(LC 11) Max Uplift 2=-314(LC 12), 12=-545(LC 13). 10=-97(LC 13) Max Grant 2=1188(LC 1), 12=2440(LC 1). 10=378(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2138/841, 3-5— 1796/700, 5-6=-533/357,6-7=-522/354, 7-9=-235/834, 9-10=-431/178 BOT CHORD 2-16=-664/1998, 14-16=-300/1167, 12-14=-632/463, 11-12= 118/328, 10-11=-118/328 WEBS 3-16=-507/368, 5-16_ 187/776, 5-14=-955/544, 7-14=-435/1388, 7-12=-2000/849, 1 9-12=833/446, 9-11=-1/332 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18f ; Cat. II; Exto B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterar(2) -1-0-0 to "-5, Interior(1) 3-3-5 to 21-4-0, Exterior(2) 21-0-0 to 25-7-5, Interior(1) 25.7-5 to 42-8-11'zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 10 except Qt=lb) 2=314, 12=545. 7) "This manufactured product is designed as an individual building component. The suitability and use ofthis component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Waller P. Finn. PE No22839 Illi USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: March 4,2019 AWARNING -Verf/ydaiiPerametosendREADNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEMIH47aree1W0Y1m5BEFOREUSE. Design valid for use only with Mlfei connectors. ThIs design Is based only upon parameters shown, and Is for an Indlidual building component not a puss system. Before use, the building designer must verify the appllcabilly of design parameters and properly Incorporate this design Into Me overall building design., Bracing indicated is to prevent buckling of Individual truss web and/or chord members only,. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems seeANSUfPII CualNy CMrrdo, DSB4I9. and III Building Component, 6904 Parke East Blvd. Safety Nlommtionavallable from Truss Plate Inslltute, 218 N. Lee Street, Suite 312, Alexantlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply r �1492829 T16418785 1492829 T13 GABLE 1 1 I Job Reference (optional) Builders First Source, Plant City, FL- 32566, 1 5x6 = 8.220.a Nov 162018 MiTek Industries, Inc. Mon Mar 412:44:49 2019 Scale = 1:74.1 n Im' to' 3x6 —_ 3x4 = 21 64 ar8 = - 1565 3x4 = 3x6 O 3x6 = 3x6 = LOADING (psI SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0, Plate Gdp DOLL 1.25 TC 0.81 Ven(LL) 0.09 11-57 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Ven(CT) -0.1811-57 >953 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.01 10 nest Nq BCDL 10.0 Code FBC2017/TPI2014 'Matrix-MSH Weight: 3411le FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing:ll-12,10-11. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 6-18, 7-18, 5-18 REACTIONS. All bearings 28-10-8 except (jt=length) 10=Mechanical, 13=0-3-8. e (Ib) - Max Horz 2=184(LC 11) Max Uplift All uplift 100 Ito or less at joints) 2, 26, 28, 29 except 18=-315(LC 13), 23=-211(LC 12), 27=-207(LC 12), 10=-151(LC 13),14=-243(LC 24),13=-300(LC 13) Max Gal All reactions 250 lb or less at joinf(s) 19, 20, 22, 24, 25, 26, 28, 29, 17, 16, 14 except 2=287(LC 23), 18=1058(LC 1), 23=442(LC 23), 27=453(LC 23), 10=572(LC 24), 13=953(LC 24), 2=276(LC 1) FORCES. (I e)j- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=0/344, 6-7=0/344, 9-10= 764/296 BOT CHORD 11-12=-143/625, 10-11— 143/625 WEBS 6-18=-719/254, 7-12=-301/180, 9-12= 749/402, 9-11=-12/327, 5-23=-368/177, 3-27=-376/179 NOTES- (10) 1) Unbalanced foot live loads have been considered for this design. 2) Wind: ASCE,7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.0psf; h=1 Bit; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2)-1-0-0 to 3-3-5, Intedor(1) 3-3-5 to 21-4-0, Extenor(2) 21-4-0 to 25-7-5, Intel 2517-5 to.42-8-11.zone;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 are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 7) ' This truss has.been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 2, 26, 28, 29, 2 except Qt=lb)' 18=315, 23=211,27=207, 10=151, 14=243, 13=300. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE ND73839 MiTek USA, Inc. FL Ced 6634 6004 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 QWARNING-Vildrydeslgnparamelexeaad READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIF74"ll 1011MODIS BEFORE USE. Design valid for use only with Mpek®connectors. lhls design Is based only upon parameters shown, and Is for an Ind ldual building component not a truss system. Before use, the bulltling designer must verify Me appllcablllty, of all parameters and Papery Incorporate this design Into the overall building design., Bracing Indicated is o prevent buckling of Individual truss web and/or members Additional temporary chord only. and permanent bracing always required for stablllfy and to prevent collapse with possible personal Injury antl property damage, For general guidance regarding the MOW fabrication, storage, delMery, erection and bracing of trusses and truss systems, seeANSVITII Quell Criteria, DSB49. and BCV BYSdbD Component, 6904 Parke East BNtl. Safety Informafbnovollable from Truss Plate Institute, 218 N. Lee Street Sulte 312. Nexondrlo, VA 22314, Tampa, FL 33610 Joh Truss Truss Type Oty Ply 1492829 T76418786 1492829 T14 Common 6 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 412:44:50 2019 4x6 = Scale = 1:26.8 l� 2x4 II 3x4 = 3x8 11 Plate Offsets XY -- 2:0-2-0 Ed a 4:0-0-12 0-04 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too), Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ven(LL) 0.11 5-7 >999 240 MT20 244/190 TCDL 15.01 Lumber DOL 1.25 BC 0.73 Ved(CT) -0.22 5-7 >809 180 BCLL 0.0', ' Rep Stress In" YES W B 0.14 Horz(CT) 0.02 4 n/a n1a BCDL 10.01 Code FBC2017, P12014 Matrix-MSH Weight: 531b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SO No.2 WEBS 2x4 SPNo.3 REACTIONS. (lb/size) 4=652IMechanical, 2=726/0-8-0 Max Harz 2=70(LC 16) Max Uplift 4=-157(LC 13), 2=-182(LC 12) FORCES. (Ib)'- Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-948/413, 3-4= 945/429 BOTCHORD 2-5=-256l759, 4-5=-256/759 WEBS 3-5=41/362 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. I NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE y-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C ExteI-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-2-12, Extedor(2) 7-2-12 to 10-2-12, Intedor(1) 10.2-12 to 14-6-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100.Ib uplift at Joints) except Qt=1b) 4=157; 2=182. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.° Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810. Date: March 4,2019 ,&WARNING-Ve1igdesrgnparemefenand HEAD NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMb1473rev. 14002015aEFOREUSE. mill, valid for use only with M9ekO connectors. This design Is based only upon parameters shown, and Is for an Indil l 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. seeANSVMII Quality Critelli DSB419 and BCS1 Building Component. 6904 Parke East Blvd. Safely InformaBorarvolloble from Tress Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610r Jab Truss Truss Type I Icity Ply 1492819 T1641B787 1492829 T15 Common Supported Gable 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, " 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 4 12:44:512019 Page 1 I D:aR914SpMBRrFC7nxPd11 DyiNO3-7V4PNmPRe5ggcgP3rkllzo0hS2bt4elSmEjgBzelPO -1-0-0 7-2-12 14-6.15' 1-0-0 7-2-12 7-4-3 Scale =1:25.6 4.6 = Id 3x4 = 13 12 11 10 9 3x4 J 14-6.15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Ven(LL) -0.00 1 Nr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Veii 0.00 1 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 8 Na Na BCDL 10.0 Code FBC2017rTP12014 Matrix-SH Weight: 641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPNo.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-6-15. (Ib) - Max Horz 2=70(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 8, 2, 12, 10 except 13=.112(LC 12), 9=-121(LC 13) Max Grav All reactions 250 lb or less at joints) 8, 2, 11, 12, 10 except 13=274(LC 1), 9=293(LC 1) FORCES. (Ib) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 7-9=210/324' NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7, 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corner(3) -1-0-0 to 2-0-0, Exierior(2) 2-0-0 to 7-2-12, Comer(3) 7-2-12 to 10-2-12, Exterior(2) 10-2-12 to 14-5-3 zone;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 ANSVTPI 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 psi 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 tit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 8, 2, 12,, 10 except Ijt=1b) 13=112, 9=121. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33819 Date: March 4,2019 Q WARNING - Vedrydodge Persmetem and READ NOTES ON 7NISANO INCLUDED MREKREFERANCEPAGEMIN473 rev. 10a1aa1SREFORE USE valid for use only with MGeW connectors. This design Is based only upon parameters shown, and Is for an Individual buiaing component, not Dot a truss system. Before use, Me building designer must verify the oppllcabilN of design parameters and properly Incorporate this design Into the overcll building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek- fabrication, storage, delivery. erection and bracing of busses and him systems, seeANSVBRI Qua[ MByy Criteria, OSBA9 and BCSI Building Component Safety Informatbrnvoaable from Truss Plate Institute. 218 N. We Sheet Suite 312, Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL.33610 Job Truss Truss Truss Type ~ Oty Pty T16418788 1492829 Ti6 Girder 1 2 �1492829 Job Reference (optional) Builders First Source, Plant City, FL-32566, 6.00 12 8.220 s Nov 16 2018 MiTek I D:aFi914SpMBRrFC7nxPd11 DyiNO3-xuCF 4x6 II Inc. Mon Mar 4 12:44:53 2019 Scale=1:56.0 14 - 15 - -- - 13 - -- -- 12 - -- 11 -- - ST1.5xB STP = 3.8 11 6.8 = 6xB = 4.6 = 3x8 I ST1.5x8 STP = 5xB = Bx10 = 5.7-9 9-2-5 15-2-0 21-1-11 24-8-7 30-4-0 54-9 36A2 5-11-11 5-11-11 a-6-12 S].9 Sx12 Q 1q 0 Plate Offsets(X,Y)- [2:0-4-0.0-1-111 f5:04-12.0-3-0] f5:0-0-00-1-121 f10:0-3-70-3-01 f11:0-5-80-1-81 f13:0-5-00-5-81 f15:03-80-3-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Onto DOL 1.25 TC 0.87 Vert(LL) -0.20 12-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.41 13-15 >878 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.72 Hom(CT) 0.11 10 n/a n/a - BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 416 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 175,7-10: 2x4 SP No.I BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3*Except* 6-13: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS._ (lb/size) 2=5671/0-8-0, 10=7070/0-8-0 Max Ham 2=134(LC 26) Max Uplift 2=-1465(LC 8), 10=-1803(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(lb) or less except when shown. TOP CHORD 2-3=-11206/2882, 3-4=-9496/2470, 4-6=-6779/1800, 6-8=-6779/1801, 8-9= 9452/2474, 9-10=-12832/3293 BOT CHORD 2-16=-2616/9982, 15-16=-2616/9982, 13-15=-2175/8457, 12-13=-2064/8413, 11-12=-2874/11455, 10-11=-2874/11455 WEBS 6-13=-1448/5562,8-13=-3049/916,8-12=-6B7/2686, 9-12=-3817/1017, 9-11= 853/3499, 4-13=-3104/911,4-15=-679/2729, 3-15=-1914/554,3-16= 404/1651 NOTES- (9) 1) 2-ply truss to be connected together with 1Od (0.131'x3') nails as follows: Tap chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 on. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psg BCDL=3.Opst h=18tt; Cat. 11; Exp B; Encl.. GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 flat 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 1001b uplift at joint(s) except Qt=1b) 2=1465, 10=1803, 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 632 Ib down and 177 lb up at 2-1-8. 632 He down and 177 lb up at 4-1-8. 632 Ito down and 177 Ib up at 6-1-8, 632 lb down and 177 lb up at 8-1-8, 632 lb down and 177 lb up at 10-1-8, 632 lb down and 177 Ib up at 12-1-8, 552 lb down and 171 lb up at 13-11-8, 358 lb down and 117 In up at 15-11-8. 358 lb down and 117 Ito up at 17-11-8, 358 lb down and 117 lb up at 19-11-8, 358 lb down and 117 Ib up at 21-11-8, 358 lb down and 117 lb up at 23-11-8, and 1903 lb down and 482 lb up at 25-11-8, and 1903 lb down and 482 lb up at 27-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 'Thismanufactured product is designed as an Individual building component. The suitability and use of this component for any nmMfieH wnMdMlviP ie 1hn r. nn-ihilih, M the huildinn dneinner- ANCI Tel 1 m rolnrnnnod h..0.c h.eldlnu --n - Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MiTek' 69N Parke East Blvd. Tampa, FL 33610 March 4,2019 Job Truss Truss Type I' Oty Ply �1492829 T1641B7B8 1492829 T16 Common Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Mon Mar 412:44:53 2019 Page 2 ID:aR914SpMBRrFC7nxPdl lDyiNO3-xuCAoHtfzFL04w_oBGmDrOub4FawLg02v4jg13zel PO I LOAD CASE(S) Standard 4) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vend 1-6=-70, 6-10=-70, 2-10=-20 , Concentrated Loads (lb) Vert:121=-632(F) 22=-632(F) 23=632(F) 24= 632(F) 25=-632(F) 26=632(F) 27=-552(F) 28=-358(F) 29=-358(F) 30=-358(F) 31=-358(F) 32=-358(F) 33=-1903(Fj 34=-1 903(F) Q WARNWG-Verfydeelgnpam"fersand READNOTES ON SH/SANDWCLUDEDMREKREFERANCEPAGEMIP74nm. 113M4Y10156EFORE USE. valid for use only with Mgek® connectors. This design Is based only upon parameters shown. and Is for an IndNldual buldIng component, not Mat a truss system. Before use, the building deslgner must verify the oppllcobllly, of design parameters and properly Incorporate this design Into the overall building tleslgn, Bracing Indicated is to prevent buckling of lndlvldual fruss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlredifor stability and to prevent collapse wlth possible personal Injury and property damage. For general guldance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUm11 Quality Cill DSB-89 and SCSI Building Component 69N Parke East Blvd. Safety Informationovolloble from Truss Note Institute, 218 N. Lee sheet. Sulte 312. Aexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply 1492829 T764187B9 1492829 T17 Common 3 1 Job Reference (oDtianap Final rim source, tham ury, rL- azaoa, a.zeus Nov 1ozma s ex mouslnes. Inc. man mar R 1e:4a:oa zuia i 46 = 6.00 12 Scale - 1:54.6 P= m 11 a 3x6 2x4 j 3,4 = 3x6 = 3x4 = 2.4 11 3.6 = )% LOADING (psQi SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.13 9-19 >999 240 MT20 244/190 0 TCDL 15. Lumber DOL 1.25 BC 0.88 Vert(CT) -0.31 9-19 >999 180 BCLL 0.01' Rep Stress lncr YES INS 0.39 HOrz(CT) 0.10 8 rda I BCDL 10.01 Code FBC2017/rP12014 Matrix-MSH Weight: 143 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 Od purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-11.3-11 REACTIONS. (Ib/size) 2=143610-8-0, 8=1364/0-8-0 Max Harz 2=134(LC 11) Max Uplift 2=-353(LC 12). 8=-328(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2483/94113-5= 1679/738, 5-7=-1679/746, 7-8=-2490/968 BOT CHORD 2-13=-741/2137, 11-13=-741/2137, 9-11= 744/2143, 8-9= 744/2143 WEBS 5-11=-355/931, 7-11=-871/441, 7-9=0/331,3-11=-863/437,3-13=0/329 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-6, Interior(1) 2-0-6 to 15.2-0, Exterior(2) 15-2-0 to 18-2-6, Interior(1) 18-2-6 to 30-4-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed fora live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by2-0.0 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 Ql=lb) 2=353, 8=328. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No22839 Mil USA Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 ,&WARNING- Verity design parameters end READ NOTES ON THIS AND INCLUDED M?EK REF£RANCE PAGE All rov. 111,1912016 BEFORE USE. Design valid for use only with Mnelde connectors. This design Is based only upon parameters shown, and B for an Individual builtling component, not a huss system. Before use, the building designer must verify. the applicability of design parameters and propeey Incorporate this design Into the overall builtling design. Bracing lntlicate Its to prevent buckling of Individual buss web and/or chord members only, Additional temporary and permanent bracing M)Tek' Is always required for stability and to prevent collapse with poslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hoses and hum systems, seeANSVD'll Dually CdhM, DSB-89 and BCSI Building Component 69N Parke East Blvd. SaOlty lnformatbnovallobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrlo, VA 22314. Tampa, FL 3361 O Job Truss Truss Type Oty Ply 1492829 T16418790 1492829 T18 Common 1 1 Job Reference (optional) bullaens Plrsl Source, Plant Ully, rL - JZbee, 622ua, NOV ItiLme Muex mausmes, Inc. Mon Mar 41Z:44:0a Lule rag81 i Scale =1:64.4 4x6 = 6.00 r12 N 5 14 12 10 3x6 = 2.4 11 3x4 = 3xB = 3x4 = 2x4 11 3x6 = Ig LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ved(LL) 0.13 14-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC0.85 Ven(CT) -0.3014-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.38 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 1451b 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 WEBS REACTIONS. (lb/size) 2=1435/0-8-0, 8=1435/0-8-0 Max Horz 2=132(LC 11) Max Uplift 2=-353(LC 12),,8=353(LC 13) FORCES. (Ib) - Matc CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2481/940, 3-5=-1677/737, 5-7=-1677/737, 7-8=-2481/940 BOT CHORD 2-14=-695/2134, 12-14=-695/2134, 10-12= 714/2134, 8-10— 714/2134 WEBS 5-12=-345/928, 7-12=-863/436,7-10=0/329, 3-12=-863/436, 3-14=0/329 Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 6-8-9 oc bracing. 1 Row at midpt 7-12, 3-12 NOTES- (6) 1) Unbalanced real live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C. Exterior(2) -1-0-0 to 2-0-6, Interior(1) 2-0-6 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6. Interior(1) 18-2-6 to 314-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss 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 100.lb uplift at joint(s) except gt=lb) 2=353, 8=353. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer perANSI TPI 1 as referenced by the building code." Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810. Data: March 4,2019 NOTESONn BEFOREUSE WARNING-Vedtyonly pMREKREFEshownP wparemerersenEREAe Design for use only, Mfiek®connectors, Is basedonlyuponparameters shown,antl Isfor an Individual Is baspa nlyup rid Isfo1an IndirNAaR uil ompon not ��- a atrues system, system. Before use, the the designer must of and properly Incorporate this this design the overall verity, the aidual building acedbuilding tblllty prevent buckling rtuss web ond/orchortlmembars Addigenelonal and/ r chord a nard p Bed racing and permanent bracing IndicatedIsprevent preventlapse MiTek' shaquir stability Is alwaysCollapse Win possiblery nd ep For general B the ge,only. For l guidance andcoon deliver, and bracing NSWlIeutlomage. fabrication. storage. mCflan aatl of truces and twss systems, tl antl rN cce CYO6ry CdteM, DSE419 and 6CS1 lultlhp Component and SCSI Building Co t18 Parke East Blvd. Safety I formciflona deal, o Institute, N. t. Suit 31 , Afexo9IPD Salary lnlarmafbmvoiloble hem Truss Plate institute, 21B N. Lee Sheet Suite 312, Alexondrlo. VA 2231 d. , Tr 1 Tampa, FL 33e10 Job Tmss Truss Type Oty Ply 1492829 Tifi418791 1492829 T19 Common Supported Gable 1 1 Job Reference o banal aural rase bolurce, want uty, rL - azaoo, 46 = SOD 12 10 o.cm a rvuv I... r . all ren muwn.ce, e1, nrvn..ru. I .-4 1 — . . Scale = 1:52.9 g m je 3x4 = 33 32 31 30 29 28 27 26 25 24 23 22 21 20 30 3x4 = 30-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ved(LL) 0.00 18 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 19 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 18 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mobil Weight: 179 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 30-4-0. (lb)- Max Horz 2=132(LC 11) Max Uplift All uplift 1001b or less at joint(s) 2, 28, 29, 30, 31, 32, 25, 24. 23, 22, 21,18 except 33=-111(LC 12),20=-110(LC 13) Max Grav All reactions 2501b or less at joiot(s) 2, 26, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 16 except 3123), 20=270(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-1131320, 9-10=-139/387, 10-11=-139/392, 11-12>7131324 NOTES- (11) 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=18ft; Cat. II; E1ip B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comer(3) -1-0-0 to 2-0-6, Exterior(2) 2-0-6 to 15-2.0, Comer(3) 15-2-0 to 18-2-6, Exterior(2) 184-6 to 31-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designedlforwind 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/rPI 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 nonconcument 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, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 18 except ft=lb) 33=111, 20=110. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2, 18. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 2 Walter P. Rnn PE No.22639 MITek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: March 4,2019 QWARNWG- Vedrydeslgnparamahnend READNOT£S ON TNISANDXCLUDEDMR REFERANCEGAGEMh74nmx rOAVsVISBEFOREUSE Design valid for use only with MOekla connectors. This tlesign 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 build ng design. Bracing Indicated is to prevent buckling of lntlNldual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability end to prevent collapse with possible personal lnlury, and property damage, For general guidance regarding the fabrication, storage,, delivery, erection and bracing of trusses antl truss systems. seeANSVWII Cualjryy Cdl D3549 and IICSI Building Component Safety Informatio avallable from Truss Plots Institute, 218 N. We Street Suite 312. Alexandria, VA 22314. WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type - Dry Ply 1492829 T16418792 1492829 T20 Flat Girder 1 2 Jab Reference (optional) Builders First Source, Plant City, FL - 32566, 46 = ST1.5x8 STP = 8,220 a Nov 16 2018 MiTek Industries, Inc. Mon Mar 4 12:44:58 2019 Page 1. ID:aFi9l4SpMBRrFC7n%Pdl IDONQ3-II?3OxonozgAhsI-pMOVRbaSGPIOB3n3MQbaHzelPJ 4x6 = 2.4 II ST1.5x9 STP = 3.4 II Scale = 1:13.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.05 5 >999 160 SCLL 0.0 ' Rep Stress Incr NO WE 0.37 Ho¢(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 81 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=1291/0-8-0, 4=966/0-8-0 Max Uplift 6=-398(LC 4), 4=-292(LC 4) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-667/218, 1-2=-2124/646, 2-3=-2124/646, 3.4=-681/223 GOT CHORD 5-6=-92/293 WEBS 1-5=-575/1901. 3-5=-593/1957 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) 2plytruss to be connected together with 10d (0.131')0) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. r Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Go. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as.(F) or (B), unless otherwise indicated. 3) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=18ff; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100111 uplift at joint(s) except (jt=lb) 6=398, 4=292. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 Ib down and 25 Ib up at 1-0-12, 526 lb down and 1921b up at 1-2-8. 73lb down and 25 Its up at 3-0-12, 445111 down and 159 lb up at 3-2-8, and 731b down and 25 lb up at ;5-0-12, and 445 Ib down and 159 Ib up at 5-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer perANSI TPI 1 as referenced bythe building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 4-6= 20 Concentrated Loads (lb) Vert: 7=595(F=-70, B=-526) 8=-514(F=-69, B=-445)'9=-514(F=-69, B=-445) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6964 Parke East Blvd. Tampa FL 33BID Dale; March 4,2019 Q WARNING - Verily✓eslgn parametereead READ NOTES ON IN/SAND INCLUDED M17EKREFERANCEPAGEM614I3rev. faAIfNISBEFOREUSE. Design valld for use only with M6ek0 connectors. This design Is based only upon parameters shown and Is for an Individual building component, not o hun system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated a 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 wim possible personal Injury and property damage. For general guidance regarding Me fabrication, storage; delivery, erection and bracing of trusses and truss systems sepANSOP11 GuolNNyy Criteria, OSS419. and SCSI Buldbg Component 6904 Parke East Blvd. Safety Info rnationovolloble from Truss Plate Institute, 218 N. Lae Sheet, Suite 312, Alexantlrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qiy Ply T16418793 - 1492829 VolValley � 1 1 �1492829 Job Reference (optional) usomers mrst boufae, earn Glty, I-L-32bbb. d 2x4 G 0.220 s Nov 1 B 2D1 B MI l ex mammies, Inc. Man mar 4 12:44:59 2U19 Pagel ID:aFi914SPMBRrFC7nxPdllDyiNQ3-m1ZR2LyQY55XorRyXXtd4e8gDgmDlj7xHOA86jzelPl 3x4 = 2 2x4 1 Scale =1:7.7 b LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ve hLL) n/a - n/a 999 MT20 2441190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a - ala 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 1=123/3-11-0,3=123/3-11-0 Max Horz 1=11(LCll) Max Uplift 1=-30(LC 12), 3=-30(LC 13) FORCES. lb) - Max. CompJMax. Ten. -All fumes 250 its) or less except when shown. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. ! 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opst; h=18ff; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and tomes & MW FRS for reactions shown; Lumber , DOL=1.60 plate grip DOL=1.60 - 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has, been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 1, 3. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 QWAHNING- Vedtydesign parameters and BEADNOTES ON TNISANDINCLUDED MNEKNEFEFANCE PAGEM&74T3rev. maisda0r5 SEFOHEUSE. Design valid for use only witn Metals connectors, This design is based only upon parameters shown, and is for an Individual bulltling component not a Truss system. Before use, Me bulltling designer must verity the applicability of design parameters and properly Incorporate MI5 design Into the overall building design, Bracing Indicated is to prevent buckling of lndivcual Truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablidy and to prevent collapse with possible personal Injury and property demons. Goa general guidance regarding me fabrication, storage, delivery, erection and bracing of fusses and truss systems, seeANSIMII Qua' Ss. Criteria, DS349 and SCSI Belding Component \ Safety cornnsnxrte. lons allorollabie from Truss Plate I218 N. Lee Street Suite 312, All VA 22314. �■' rf MiTek 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply 1492B29 T16418794 1492829 V02 Valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, m zzu. s Nov I o Lu l a Mr l eK mausmes, nu. iviurr Nlar 9 iC;Yo:w cu re N 4 2x4 9 46 = 2x4 Scale. 1:14.8 i LOADING (psQ SPACING- 2-0-0� CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 PlaU Grip DOL 1.25 TC 0.14 Vert(LL) rda - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) Na - n/a 999 SCLL 0.0 Rep Stress Incr YES W B 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=136/7-11-0,3=13677-11-0,4=33477-11-0 Max Horz 1=-28(LC 8) Max Uplift 1=-41(LC 12), 3=-46(LC 13), 4=-64(LC 12) Max Gmv 1=139(LC 23), 3=139(LC 24), 4=334(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-7.9 to 3-7.9, Interior(l) 3-7-9 to 4-0-0, Extedor(2) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 7-4-7 zone;C-C for members and forces & MW FRS.for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 DO bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No.22819 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING -Verity design panunal.ae.d READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MB74Ta rev. labial BEFORE USE �■�- Design valid for use _oNywith NIconnectors. This design is based only upon parameters shown, and is for an individual buAdinO component. not ss a trusystem. Before use, the bulltling designer must verify the appllcabllity, of design parameters and properly Incorporate this design Into the overall i.�Yw building design. Brcchg indicated 6 to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for doloUty, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcadon, storage, delivery, erection and brocing of trusses and hum systems, seeANSU1pi1 QUalBByy CrHeda, DSB-89 and SCSI Building Component 69N Palle East Blyd Safety lnfmmatlonavallable from Truss Plate lnstltute, 218 M Lee Sheet, Suite 372. Alexandria, VA 22314. Tampa, FL 33610 - Jab Truss Type _A city Ply 1492829 T76418795 1492829 Ps Valley 1 1 Job Reference (optionaq ounces, ruse oolurce, Want Iny, rL - uaoo, i a d =s= IDyiNO3-EEGhY2JP 7pDOP_OBSEOsdsgN414U9C4 W gvhf9, zelPH, 4.6 = 2 4 3x4' 2.4 II 3x4 J Scale = 1:20.5 a d d 0-0-8 11-11-B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 HDrz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Weight: 39111 FT=20% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2z4 SP No.3 REACTIONS. (lb/size) 1=217/11-11-0, 3=217/11-11-0, 4=532/11-11-0 - Max Horz 1=-44(LC 10) Max Uplift 1=-66(LC 12), 3=-74(LC 13), 4=-101(LC 12) Max Gmv 1=221(LC 23), 3=221(LC 24), 4=532(LC 1) FORCES. (lb) - Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-346/220 NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind; ASCE 7210; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9. Interior(1) 3-7-9 to 6-0-0. Exlerior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-4-7 zone;C-C.for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires' continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 8t between the bottom chord and any other members. 6)'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 3 except (It=lb) 4=101. 7) °This, manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE ND.22030 01iTek USA, Inc. FL Cod SOU 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 A WARNING- Verilydesign peramefersand READ NOTES ON WISAND INCLUDED A1msKBEFEBANCEPAGEMX74M rev. 101234015B£FONE USE Design valid for use only with Miser connectors. The deslgn Is based only upon parameters shown. and Is for on Individual bulling component, not a truss system. Before use. the building designer must verity the applicablllly of des(gn parameters and properly Incorporate me design Into the overall building design. Biacing Indicated a to prevent buckling of Individual truss web mclor chord members only. Additional temporary and permanent bracing Welk' Is always reaulad for stability and to prevent collopse with "ble personal Injury and property damage. For general guidance regording the fobdcotion storage, call erection and bracing of trusses and puss systems, seeANSVTPII Quaff IBtyy Criteria. DSBd9 and SCSI Building Component Safety Inlomlallonovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 69M Parke, East Blvd. Tampa, FL 33610- Job Truss Thus Type Ory Ply 1492829 i T16418796 1492829 N04 Valley 1 1 Jab Reference (optional) builders First bource, mam idly, FL- 32bbb, 8,220 s Nov i6 zo is Nu n ex amusnnes, ma. lion mar r ,cra:u, 2019 rnga , ( _ ID:aR914SpMBRrFC?mPdiIDyiNO34QhBT1_h4jNIF18bKtyv593D7HUTODbVEIKfFBczeIPG 1 81 16.0-0 B-0.0 8-0-0 Scale = 1:27.2 , 46 = b 3 Sire O 8 7 6 3z4 0 2x4 II 2x4 II 2.4 II 15-11-8 03B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Ven(LL) n/a - n/a 999 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.11 VerdGT) n/a - rJa 999 BCLL 0.0 Rep Stress ]nor YES W B 0.07 HOrdCT) 0.00 5 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 68lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-11-0. (lb) - Max Hom 1=60(LC 11) Max Uplift All uplift 1001b or less at joint(s) 1, 5,7 except 6=-163(LC 13), 8=-163(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7iii; C 1), 6=393(LC 24), 8=123) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-6=-302/244, 2-8=-002/244 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-,10; VuIt=160mph (3-second gust) Vasd=124ri TCDL=4.2psC BCDL=3.Opst hi 8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2)-0-7-9 to 3-7-9, Interior(1) 3-7-9 to 8-0-0, Exterior(2) B-0-0 to 11-0-0, Interior(1) 11-0-0 to 15-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding100 lb uplift at joint(s) 1, 5, 7 except 611=1b) 6=163, 8=163. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the, building code." Walter P. Finn PE No.22639 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 ®WARNING-yerlry design per4merenendREAD NOTES ON MMMDWCLUDEDMm KREFERANCEPAGEMM17473rev. tatuaT15BEFORE USE Design valid for use only with MBekO connection. This design is based only upon parameters shown, and is for an Individual building component not a buss 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 muss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required far stability antl to prevent collapse virth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and huss systems, seeANSIM Quality Cmula, DS829 and SCSI Building Componirnt 69N Parke East Blvd. Safety mtormatioravallable from Truss Plate Institute, 218 K Lee Street Suite 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss Tess Type City Ply T76418797 1492829 V05 Valley 1 1 �1492829 ' Job Reference (optional) Builders First Source, Plans City, FL- 32566, 8.220 a Nov 162018 MiTek Industries, Inc. Mon Mar 4 12:45:02 2019 Page 1 ID:aR914SpMBRrFC7nxPdllDy NO3-ACFahM JrOU6fIAADfOKiHmGYtkGy2WN_Ooj2zelPF 6-0-0 10-0-0 14-0-0 20-0-0 1 6-00 I IN F 44)0 6-0.0 1 Scale =1:33.7 4x6 = 3x4 4 n A 7 e 3.4 C 2.4 II 3x4 = 2x4 II 2.4 II LOADING (Pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rTP12014 CS'. TC 0.37 BC 0.39 WB 0:09 Matrix-SH DEFL. in Vert(LL) I Vert(CT) n/a HOm(CT) 0.00 (loc) Ndefl Lid - 1 999 - n/a 999 5 n1a n/a PLATES GRIP MT20 244/190 Weight: 7516 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 21i4 SP No.3 REACTIONS. All bearings 19-11-0. (Ib) - Max Hom 1=76(LC 9) Max Uplift All uplift 100 lb or less atjolnt(s) 1, 5 except 6=-216(LC 13). 9=-216(LC 12) Max Grav All reactions 250 Ito or less at jolnt(s) 1, 5, 7 except 6=527(LC 24), 9=527(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250'(lb) or less except when shown. WEBS 4-6= 389/293, 2-9=-389/293 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0, Interior(1) 13-0-0 to 19-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) 1, 5 except Ot=lb) 61 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Walter P. Finn PE No22639 MiTek USA, Inc. FL Cad 6934 6904 Parke East Blvd. Tampa FL 33910 Date: March 4,2019 OWARNINO- Vedtydesfgnpemmehrsend READNOTES ON MISANDINGLUDEDM4EKREFERANCEPAGEM&7473mv. 10,0342015BEFOREUSE. Design valid for usepnly with MBeIrID connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component not ��- a truss system. Before use, the building designer must verify. Me applicability of design parameters and properly Incorporate this design Into the overall building design. Brocing Indicated is to prevent buckling of individual hum web and/or chord members only. Addlllooal temporary and permanent bracing MiTek- Isalways requited 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 hum systems, seeANSVFFIT Quiryy CmAda, DSBAg and 6CSI Bu3dYhg Comixonent Safety Infomlatlonavc1lable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, AlexandAa, VA 22314, 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type _t 1492829 70tyhy T76418798 1492829 V06 Valley 1 Job Reference (optional) bunaers rust source, rant Wry, M-oz000, 0 d d US = 4 3x4 12 11 10 9 _ B 3x4 1 5x8 = Scale=1:40.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) Tire - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Verl(CT) Na - n1a 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.14 Horz(CT) 0,00 7 rVa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 96 he FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 1 REACTIONS. All bearings 23-11-0 (lb) - Max Hoa 1=93(LC 9) Mau Uplift All uplift 100 lb or less atjoint(s) 1, 7 except 8=-147(LC 13), 9=-158(LC 13), 12=-147(LC 12). 11=-158(LC 12) Max Grav All reactions 2501b or less at joint(s) 1, 7 except 10=424(LC 19), 8=365(LC 1). 9=41 O(LC 20). 12=365(LC 1). 11=407(LC 19) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-8=-273/223, 5-9=-304/242, 2-12=-273/223, 3-11=-304/242 - NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; 1=18N; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9. Interior(1) 3-7-9 to 12-0-0, Exterior(2) 12-M to 15-0-0, Intermit) 15-0-0 to 23-4-7 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss hasbeen designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 7 except (jt=lb) 8=147, 9=158, 12=147, 11=158. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Waller P. Finn PE NoM839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING - Verity desf9nPam.d,,reaad READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEM47473 rev. 10,1932101S BEFORE USE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component not a truss system. Before use, the building designer must verity Me oppllcablltty, of design parameters and properly Incorporate this design Into the overall bullding tleslgn. Binding Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage, her general guidance regarding the fabrication, storage, delivery, erection and bracing of Musses and hum system& seeANSUIPII au Criteria, DSB49. and BCSI Building Component Safety Informationovoiloble from Truss Plate InsfSutte itule, 218 N. Lee Street, 312 Alaxantlrla. VA 22 14. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Type Oty Ply 1492829T76418799 1492829 V07 Pss ley 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16201E MiTek Industries, Inc. Mon Mar 4 12:45:04 2019 4x6 = Scale=1:46.3 a C d 3x4 G 13 12 11 10 9 a 3x4 C 3x4 = O-Q-B fi-0-0 10.0.0 18-0.1 22.0-0 28.0.0 0-d-8 5-11-8 4.0.0 8-0.0 40.0 fi-D-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vol Ida - r✓a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) Na - rda 999 BCLL 0.0 Rep Stress their YES W B 0.21 Horal 0.00 7 rda Na BCDL 10.0 Code FBC2017/rP12014 Matnx-SH Weight: 1161b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 7-10: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 27-11-0 BRACING - TOP CHORD Structural wood sheathing directlyapplled or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb) - Max Horz 1=-109(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 7 except 9=-138(LC 13), 8=203(LC 13), 12=-138(LC 12). 13=-203(LC 12) Max Grav All reactions 2501b or less at joints) 1, 7 except 11=447(LC 19). 9=362(LC 20), 8=503(LC 1), 12=362(LC 19),13=503(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS `4-9=-273/222, 6-8=-366/274, 3-12=-273/222, 2-13=-365/272 NOTES- (8) 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•, BCOL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 14-0-0, Exterior(2) 14-0-0 to 17-0-0. Intedor(1) 17-0-0 to 27-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise Indicated. 4) Gable requires continuous bottom chord bearing. 5) This trusshas been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 1, 7 except at=lb) 9=138, 8=203, 12=138, 13=203. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Walter P. Finn PE No,22839 MITak USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 4,2019 Q WARNING -yedtydeslgnparemetereand READ NOTES ON THIS AND INCLUDED MRExtREFERANCE PAGE MIF74nmV.. tropical BEFORE USE Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an IndMdual building component not a truss system, Before use, the bulltling designer must verify the applicability of design parameters and propeay Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Indvdual truss web and/or chord members only. Auditioned temporary and permanent bracing MiTek' is always required for stabOBy, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storoge, 1gWery, erection and bracing of trusses and truss systems. seeANSVWII Quality CMrrdo, DSB49. and SCSI Building Component Safety Informotionavosclule from truss Plate Institute, 218 N. Lee Street Suite 312; Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33510 Symbols PLATE LOCATION AND ORIENTATION -11 13 74 Center plate on joint unless Y. y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth, L7�� I For 4 x 2 orientation, locate plates 0-'Tie' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text In the bracing section of the output. Use T or I bracing If indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System I 6-4-8 I dimensions shown in sixteenths scale) III (Drawings not to scale) I 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCK NE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 M7ek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/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. Comber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to comber 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 calling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically, unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Lumber design values ,are in accordance with ANSI/fPI 1 section 6.3 These truss designs'rely on lumber values established by others. RE:, 14 Site Inf Custon Lot/Blo Addres City: Pi Name Name: Addres; City: Genera Loadin Design Wind C Roof Lc This pa With m, 0 1 2 3 4 5 6 7 8 9 10 11 12 14 16 17 18 19 20 21 22 k® 329-1492829 MiTek USA, Inc. nation: 66904 Parke East. Blvd. Info: PGL PROPERTIES Project Name:BECKMAN RESIDENCE Mo5e7VhTTYS115REBUILD N/A Subdivision: BECKMAN RESIDENCE SCANNED 7816 SADDLEBROOK DR., N/A BY T SAINT LUCIE State: FL St Lucie County Iress and License # of Structural Engineer of Record, If there is one, for the building. License #: State: - Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show a�® Conditions): �� ®� :ode: 7/TPI2014 Design Program: MiTek 20/20_ 8.2g de: ASCE CE 7-10 10 Wind, Speed: 160 m h `�Flii d: 45.0 psf Floor Load::N/A <age includes 38 individual, Truss Design Drawings and 0 A itional Drawings. seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet o to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 0772 0773 0774 0775 0776 0777 0778 0779 0780 0781 0782 0783 0784 Truss Name Date No. Seal# Truss Name Date 9 9 9 9 9 9. 9 9 9 9 9 9 9 23 24,. 25 26 27 28 29 30 31 32 33 34 35 36 37 38 T17310794 T17310795 T17310796 T:17310797 T17310798 T17310799 T17310800 T17310801 T17310802 T17310803 T17310804 T17310805 T17310806 T17310807 T17310808 T17310809 T12 T14 T15 T16 T17 T18 T19 Vol V03 VO4 V05 V06 V07 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided liy Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. 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 c�mply with ANSI/rpi 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to iTek or TRENCO. Any project specific information included is for MITek's or TRENCO�s customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicabilityof the design parameters or the designs for any particular building. Before use, the, builOg designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per.ANSI/rPl 1, Chapter 2. 6/11/19 6/11/19 6/11/19 6/11/19 6/11/19 6/11/19 6/11/19 6/11/19 6/11/19 6/11/19 6/11/19 6/1.1/19 6/11/19 6/11/19 6/11/19 6/11/19 =RECEIVE-E) Thomas A. Abed PE No.39380 Mlrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Albani, Thomas 1 of.1 Job - Truss Truss Type r s Oly Ply 1492829 1 T17310772 1492829 �Fol GABLE 1 7 Jab Reference (optional) Builders First Source, Plant City, FL-32566, MTek Industries, Inc. Too Jun 11 14:37:01 2019 2x4 II PA 111 2x4 111 Scale = 1:17.9 Plate Offsets (X,Y)- f2:0-7-2,Ednel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.04 1 Nr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 1 rVr 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.09 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matri%-P Weight: 381b FT=20% LUMBER- BRACING - TOP CHORD 2x4!SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.2 LBR SCAB 1-3 2x4 SP No.2 one side REACTIONS. (Ib/size) 5=4516-7-4. 2=470/6-7-4. 6=276/6-7-4 Max Horz 2=73(LC 8) Max Uplift 5=-35(LC 8), 2=-267(LC 8). 6=-74(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -AII farces 250 (lb) or less except when shown. WEBS 3-6=254/309 Stmctuml wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Attached 7-9-1 Saab 1 to 3, front face(s) 2x4 SP No.2 with 1 Fowls) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 2-0-6 from end at joint 1, nail 1 row(s) at 7" o.c. for 2-0-0. 2) Wind: ASCE 7-10; Vult=160mph-(3-second gust) Vasd=124rl TCDL=4.2psf; BCDL=3.0psf; h=18tt; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Conrl -3-0-0 to 0-0-0, Exterior(2) 0-0-0 to 6-5-8 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and fames & 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) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) S. 6 except (jt=lb) 2=267. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cad 6634 61 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNING -W Hr dssf9n paramefers end READ NOTES ON THISAND INCLUOEDM/TEKFEFERANCEPAGEMIll rev. iN0Y1p15SEFORE USE ��- Design valid for use only with Maelt® connectors. Th15 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 appllcoblllty of design parameters and properly Incorporate Nils design Into the overall building design, Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MTek' Is always required for slablllty 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/rPII Qui 231Cmedo, DSB-89 and SCSI Building Component 6904 Parke East all m Safety Infonlbfpvokable from Truss Plate Intitu ste, 218 N. Lee Street Suite 312, Alexantlrlo. VA 24. Tampa, FL 33610 Job i Truss Truss Type - - r r Oty Ply T77310773 1492829 F02 Monopitch 23 1 �1492829 . Job Reference (optional) bunuers rinn bourcp, rram wy, M- bzaoo, o.zzus rvov i o zmo mii ex muuswes, ma. iueauu a ry - rnge ID:aFi914SpMBRrFC?nxPdt IDyiNO3-8mhBte5RAdODn07s7aCl5M5kPf0?pEm8DTWpFz7KGW 2x4 II Scale-1:17.9 Plate Offsets (X,Y)-: 12:0-1-14,0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.22 4-7 >347 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.20 4-7 >392 180 BCLL 0.0 ' Rep Stress Inor YES W B 0.00 Horz(CT) -0.00 2 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 4=242/0-7-4, 2=549/0-8-0 Max Ho¢ 2=74(LC 8) Max Uplift 4— 142(LC 8), 2=-363(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (5) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 3-0-0 to 0-0-0, Intedor(1) 0-0-0 to 6-5-8 zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a-10.0 lost bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11b) 4=142, 2=363. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Q MANNING-VeN/y deslgdparemefemend NEAONOTES ON THIS ANOINCLUOEOMmEK NEFENANCE PAGEMIL74Ta rev.'N 0156EFOOE USE Design valltl for use only with MITek� connectors.lhis tlesign Is based only upon parameters shown, antl Is for an IntlNitlual bulltling component, not a truss system. Befpre use, the bulltling tleslgner must verity Me appllcablllty of tlesign parameters and properly Incorporate this tlesign Into the overall bulltling tlesign. Bracinglndo ad is to prevent buckling of ln'vdual huss web and/or Chord members only. Atldltlonal temporary and permanent bracing MiTek' Is always requiredfor stability antl to prevent col lapse with possible personal Injury antl property damage. For general gultlance regard gthe fbbricoilon. storage, delivery, erection antl bracing of trusses antl huss systems, MNSM1l Cual�Xyy CmoM. DS849 antl SCSI BU9dND C rrlP ..1 6904 Parke East Blvd. 8abty Infermbtbnavall.U. from Truss Plata Instltute, 2,8 N. Lee Street. Suite 312, Alexantlrio, VA 22314. Tampa, FL 33610 Job 1 Truss Truss Type f r Illy Ply 1492621 I � T77310774 1492829 F03 Monopitch 3 1 . ' Job Reference o tional Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inca Tue Jun 11 14:37:02 2019 Page 1 ID:aFi914SpMBRrFC7nxPd1 l DyiNQ3-cyF W 4_64=W 4Pai2hHk_eZdv939fYh5ONtC3Miz7KGV -3-0-0 6-0-12 2-0.0 1-PO 6.0-12 - - - 2.00 12 2 �T 3x4 = 3x6 = Scale=1:17.0 Plate Offsets (X Y)- 12:0-1-2 Edael LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.75 Vert(L-) 0.16 4-7 >438 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Ven(CT) 0.15 4-7 >491 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hcrz(CT) -0.00 2 n/a Na BCDL 10.0 Code FBC2017[TPI2014 Matrix -MP Weight: 23 lb FT=20% LUMBER - TOP CHORD 2x41SP NO.2 BOTCHORD 2x41SPNo.2 REACTIONS. (lb/size) 3=152/Mechanlcal, 2=532/0-8-0, 4=65IMechanical Max Hom 2=71(LC 8) Max Uplift 3=-73(LC 8), 2=-354(LC 8), 4=-60(LC 9) Max Gray 3=152(LC 1), 2=532(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) and C-C Exterior(2) -3-0-0 to 0-0-0, Interior(1) 0-0-0 to 6-0-0 zone; cantilever left and right exposed ; patch 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 Dealing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except 61=1b) 2=354. 6)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cer166M 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 AWARNING-VeN%ydesl9npereme(ersandREADNOTES ONTNISANDINCLUDED MITEKREFERANCEPAGENII-747arex.1QV311e15BEFORE 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 verlfy the oppllcablllty of design parameters and properly Incorporate thls design Into the overall bulltling design. adding indicated is to buckling of lndlvltlual truss web and/or Additional temporary bracing prevent chord members only, antl permanent Is always required for stoblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fobricanon,.storage, delivery, erection and bracing of hums and truss systems, seeANSVIPII Dual Wert, DSB49 and BCSI Building Component 69N Palle East BMC. Safety NfonnaBorovolloble from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexantlrla. VA 22314, Temps, FL 33610 Job Truss Truss Type r s Ply T17310775 1492829 PB01A GABLE �Qty 1 1 �1492829 Job Reference o donor Builders First Source, Plant City, FL- 32566, I 8.220 s Nov 162018 MlTek Industries, Inc. Tue Jun 11 Scala=1:18.9. 4x6 = 8 7 6 3x4 = 2x4 II 2.4 II 2x4 II 3x4 = LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TIC 20.0 Plate Gdp DOL 1.25 TC 0.21 Ve I(CL) 0.00 5 n/r 120 MT20 244/190 TIC 15:0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.01 5 n/r 120 BC LL 0.0 ' Rep Stress Incr YES W B 0.00 Hoa(CT) 0.00 4 n/a n/a BC DL 10.0 Code FBC2017frPI2014 Matdx-SH Weight: 33 lb FT=. 20% LUMBER- I BRACING - TOP CHORD 2x4 ASP No.2 TOP CHORD BOT CHORD 2x4 ASP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-0-0. (lb) - Max Horz 2=-38(LC 10) Max Uplift All uplift 100 lb or less et joint(s) 2, 4, 8,6 Max Gmv All reactions 250 Ib Or less at Joint(s) 7, 8, 6 except 2=294(LC 1), 4=294(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-357/268, 3-4= 357/268 BOT CHORD 2-8=-130/258, 7-8>730/258, 6-7=-130/258, 4-6=-130/258 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Sit; Cat. II; Exp B; Encl., GCpi=0.18; MI (envelope) and C-C Exterior(2) 0-4-3 to 3-4-3, Intedor(1) 3.4-3 to 4-11-13, Exterior(2) 4-11-13to 7-11-13, Interior(1) 7-11-13 to 9-7-8 zone;C-C for members and tomes & 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) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2, 4, 8, 6. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4. 10) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A Albani PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 ,&WARNING- Verlfydeslgnparamelemantl BEAD NOTES ON THISANDWCLUDEDMn KREFERANCEPAGEN67473mv. 10034I015BEFOREUSE. Design valld for use only with MBek® connectors. This tleslgn 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 dI parameters and properly Incorporate this tleslgn Into the overall building design, Bracing Indicated is to prevent buckling of Individual buss web antl/or chord members only. Additlonal temporary and permanent bracing Is always requlred for stabiilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabricoflm storage. delivery. erection and bracing of trusses and hum systems. seeANSBIPt1 Quality CMnlo, DS549 and SCSI Building Component 69" Parke East MI. Safely tnformatlorinvol[oble from Truss Rote Institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss r 1 Oty Ply 1492829 T77310776 1492829 PB02 �TrussType Piggyback 7 1 Job Reference cr tional Builders First Source, Plant City, FL - 32566, 8.22U S Nov 1 b 2018 MI i eK mousmes, Inc. I ue dun 11 14:37;04 2019 rage r ID:aFi914SpMBRrFC7nxPdlIDyiNQ3-ZLMGVgeKSYmneusFioimSjJNEtu ObnJgBhAQaz7KGT 4.11-13 9-11-10 j 4-11-13 4.11-13 Scale=1:18.9 46 = 19 1 u 6 2x4 = 2.4 II 2x4 = 9.11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) 0.00 5 Nr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.01 5 rdr 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.05 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017IP12014 Matrix-SH Weight: 31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=212/8-0-0, 4=212/8-0-0. 6=386/8-0-0 Max Horz 2=-38(LC10) Max Uplift 2=-67(LC 12), 4=-74(LC 13), 6=-70(LC 12) Max Grav 2=214(LC 23), 4=214(LC 24), 6=386(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-253/176 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; Irl Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 4-11-13, Exterior(2) 4-11-13 to 7-11-13, Interior(1) 7-11-13 to 9-7-8 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 2, 4, 6. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Data: June 11,2019 O WARNING -Verlfydeegnperametersend READNOTE50NTNISAND/NCLUDEDMR KREFERANCEPAGEMI7479rev. InT32015eEFOREUSE Design valid for use only with Mfiekbl connectors. This design Is based only upon parameters shown, and Is for on Individual bullding component, not a trust system. Before use, the building designer must verify the appllcablllly of design parameters and properly Incorporate this design Into the overall building design. Facing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal Infury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeAlounl 11 Qualify Criteria, DSO-89 and SCSI Building Component 6904 Parke East BNd. Safety Infoanalbnbvoill from Truss Plate Ins6}ute, 218 N. Lee Street, Suite 312, Alexandrlm VA 22 14. Tampa, FL N610 Job Truss Truss Type I Ply 1492829 I T77310777 1492829 PB03 ]Qty Piggyback 3 1 I Job Reference o tional Builders First Source, Plant City, FL-32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. True Jun 11 14:37:04 2019 Page 1 ID:aF1914SpMBRrFC7nxPdl lDyiND3-ZLMGVgBKSYmneuSROimSjJLWtmOaTJgBhA0az7KGT 4x6 = 6 3x4 = 2x4 II 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) Ydefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.01 5 Nr 120 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.03 5 Nr 120 BCLL 0.0 ' Rep Stress [nor YES W B 0.07 Horz(CT) 0.00 4 Na Na BCDL 10,0 Code FBC2017fFP12014 Matrix -Sit Scale=1:21.0 PLATES GRIP MT20 244/190 Weight: 40 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=261/10-6-0, 4=261/10-", 6=512/10-" Max Horz 2=48(LC 11) Max Uplift 2=-82(LC 12). 4=-91(LC 13), 6=-95(LC 12) Max Gray 2=264(LC 23), 4=264(LC 24), 6=512(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-335/206 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 6-2-13, Exterior(2) 6-2-13 to 9-2-13, Interiar(1) 9-2-13 to 12-1-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.643 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 6. 7) See Standard Intlustry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular buildingiis the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.36380 MiTek USA, Inc. FL Curt 6634 6504 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 ®WARNING-VedtydeWgnparemefersendREIDBOMB ONFNISANDINCLUDED MITEKREFERANCEPAGEMM1]4Aree.VVIapssBEFORE USE. Design valid for us6'.only with MOekO connectors. PrIs design Is based only upon parameters shown, and Is for on indlviduel building Component, not a truss system. Befoie use, the building designer must verity the applicability of design parameters and properly Incorporate finis design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members any, Additional temporary and permanent bracing p� M!Tek* 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 antl bracing of musses and hum systems seeANSI/IPII CuclMy Criteria. DS9419 and SCSI Building Component 69N Parke East Blvd. mPl Safety Informatbvallobie from Truss ate Instil218 N. Lee Street Suite 312, Mesandtlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type r r Oty Ply 1492829 T77310778 1492829 PB03A GABLE 1 1 Job Reference o tional Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc_ Tue Jun 11 1437_05 2019 Scale=1:21.0 46 = 8 7 6 _ 3x4 = 2x4 It 2.4 11 2x4 II 3.4 LOADING (lost) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.02 5 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horl 0.01 4 ale n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix-SH Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. Allbearings 10-6-0. (lb) - Max Horz 2=-48(LC 10) Max.Uplitt All uplift 1001b or less at joint(s) 7, 8, 6 except 2=-123(LC 12), 4=-123(LC 13) Max Grav All reactions 250 lb or less at joint(s) 7, 8, 6 except 2=390(LC 1), 4=390(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-478/317, 3-4=-478/314 BOT CHORD 2-8=-162/350, 7-8=-162/350, 6-7=-162/350, 4-6=-162/350 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exteror(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 6-2-13, Exterior(2) 6-2-13 to 9-2-13, Interior(1) 9-2-13 to 12-1-8 ione;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 ANSVTP11. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) 7, 8, 6 except 01=11b) 2=123, 4=123. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.39388 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 O WARNING-Ved deslgn paramefemend READ NOTES ON TNIS ANOINCLUDEO Mm£x REFERANCE Ad ZP7474 rev. fCAJYfa156EFORE USE Design valld for use only with Mrek®connecfors. This deslgn Is based only upon parameters shown and Is for an IntlNldual bulltling component, not a truss system. Betare use, the bulltling designer must veety the appllcobllity of design Parameters and properly Incorporate this deslgn Into the overall the bulltling designsic prevent buckling of lndlvidual truss web and/or chard members only. Addihanal temporary and permanent bracing MiTek' 9 always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and huss systems. seeANSV1P11 Qua[ Nv Criteria. DS849 and SCSI Building Component 6904 Parke East Blvd. salary Infanmm nallovolable from Russ Plate Indifule, 218 N. Lee Shoat, Suae 312. Alexandria. VA 22 14. Tampa, FL 33610 Jab Truss Truss Type r s --J Ply 1492829 T17310779 1492829 PB04 Piggyback �Oty 15 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, 8.220 s NOV 1B 2Ule runes mausmes, inc. r ue aun r i w:ar:ua zu ro Page! ID:aFi914SpMBRrFC7mrPdIIDOND3-VkU1wM9a_A1VtB7pw7owoPoe4gUx000cHVAGVTz7KGR Scale=.1:24.7 4x6 = 3,01 = 3x4 = 5x6 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.57 VBn(LL) 0.02 5 Nr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.05 5 n/r 120 BCLL 0.0 ' Rep Stress Incr , YES WB 0.10 Horz(CT) 0.00 4 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 47111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=304/12-8-0, 6=621/12-8-0, 4=304/12-8-0 Max Horz 2_ 57(LC 10) Max Uplift 2=-95(LC 12), 6— 116(LC 12), 4— 105(LC 13) Max Gmv 2=308(LC 23), 6=621(LC 1). 4=308(LC 24) FORCES. Ila) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-405/231 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psq BCDL=3.Opsf; h=18f ; Cat. II; Exp B; Encl., GCpi=0.16; MW FRS (envelope) and C-C Exterior(2) 0-4-3 to 3-4-3, Intedor(1) 3-4-3 to 7-3-13, Exterior(2) 7-3-13 to 10-3-13, Interior(1) 10-3-13 to 14-3-8 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any. other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift. at joint(s) 2 except Qt=1b) 6=116, 4=105. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Thomas A. Albani PE No.3938D MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 O WARNING- Verilydraegnparomele®and READ NOTES ON TNISANO INCLUDED AUTEx REFERANCEPAGEMbT4Tarev. lamuzols BEFORE USE Design valid for use'only with MriekO 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 builtling design. Bracing Indicated is to prevent buckling of lndlvldual 4uss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal In)ury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and huss systems, weANSVTPII Gaal9y Cri DSB-09 and IIfSI Building Component 69N Perk, East Buys. Safety Informalblwarable from Truss Plate Institute, 218 N. lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss -- Truss Type • mY Ply 1492829 T17310780 1492829 P804A GABLE 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, 8.220 a Nov 162018 MITek Industries, Inc. Tue Jun it 14:37:07 2019 Page 1 ID:aFi9145pMBRrFC7nxPd 11DO NO3-z W2PBiAC1T9MVLa7TgJ9LdLg14mXDyKI W 9wg1 vz7KG0 Scale-1:24.7 44 = d 3.61= 10 9 B 7 6 3.6 = SA = Plate Offsets (X Y)-'. 12:0-2-12 0-1-81 14:0-2-12 0-1-81 18:0-3-0 0-3-01 LOADING (ps) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.02 5 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.01 4 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 56 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. All bearings 12-8-0. (lb) - Max Horz 2=-57(LC 10) Max Uplift All uplift 100 Ib or less at joints) 10, 6 except 2=-115(LC 12), 4_ 115(LC 13) Max Grav All reactions 250111 or less at joint(s) 9, 10, 7, 6.except 2=394(LC 1), 4=394(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-566/346, 3-4=-566/346 BOT CHORD 2-10=-176/410, 9-10=-176/410, 7-9=-176/410, 6-7=-176/410, 4-6=-176/410 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 601 (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opst h=18f ; Cat. 11; Exp 8; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 34-3 to 7-3-13, Extedor(2) 7-3-13 to 10-3-13, Interior(1) 10-3-1310 14-3-8 zone;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 Detailslas applicable, or consult qualified building designer as per ANSVTPI 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 Do. 7) This truss has beep designed for a 10.0 DO 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 joints) 10, 6 except 01=lb) 2=115, 4=115, 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building. is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A Albani PE No.39380 I USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNING -Vedlydeslgnpammerersend READNOTES ON TNISANDfNCLUDED MREKNEFENANCEPAG£MX7Us1mv. le'[342015BEFONE USE Design valid for use only with Mirei 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 applicablllty of design parameters and properly Incorporate this design Into the overall building design. Brocing indicated is to prevent buckling of individual tmss web and/or chord members only. Additional temporary and permanent bracing MiTek• a 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 husses and hi systems, seeANSIM11 Qualppyy Criteria. D56dg and SCSI Building Component 6904 Parka Bast Blvd. Safety Informatbrpyallabi0 from Truss Plate InslliMe, 218 N. Leo Sheet, Suite 312, Alexandria, VA 22314. Temp., FL 33610 Job i Truss Truss Type Cry Ply T77310781 1492829 PB05A GABLE 1 1 �1492829 Job Reference o tional Builders First Source, Plant City,. FL- 32566, 8.220 s Nov l52UIa MiTek industneS, InC. I Ue JM II 14:ay:D6 2019 Pagel ID:aFi914SpMBRrFC?nxPdl lDyiNO3.R6cnL2BgW nHD7V9C1 YgOtgt?dU6myPaulpfNZLz7KGP Scale=1:24.7 4x6 3x6 = 10 9 8 7 6 3,05 = 5x6 = LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.50 BC 0.92 w8 0.00 Matrix-SH DEFL. in Vert(LL) 0.01 Vert(CT) 0.02 HorI 0.01 (loc) Udell L/d 5 1 120 5 air 120 4 n1a n/a PLATES GRIP MT20 244/190 Weight: 561b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP ND.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. Alkbeadngs 12-8-0. (Ib) - Max Horz 2=-57(LC 10) Mats Uplift All uplift 100111 or less at joint(s) 10, 6 except 4= 115(LC 13), 2=-115(LC 12) Max Grav All reactions 250111 or less at joint(s) 9, 10, 7, 6 except 4=394(LC 1), 2=394(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -Aft forces 250111 or less except when shown. TOP CHORD 2-3=-566/346, 3-4=-566/346 BOT CHORD 2-10=-176/410, 9-10=-176/410, 7-9— 176/410, 6-7= 176/410, 4-6=-176/410 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasi 24ni TCDL=4.2psf; BCDL=3.Opst h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 7-3-13, Exterior(2) 7-3-13 to 10-3-13, Intedor(1) 10-3-13 to 14-M zone;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 ANSITPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chard bearing. 6) Gable studs spaced at 2-0-0 Go. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 6 except 61-11c)4-115, 2-115. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2. 11) "This manufactured product is designed as an individual building component. The suitability and use of this Component for any particular building is the responsibility of the building designer per ANSI TPI i as referenced by the building code.' d Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 AWARNING -VeNlydeslgnparamelemandREADNOTES ONTHISANDINCLUDED MRENREFERANCEPAGEWP747Jrev.laTYl015SEFOHEUSE. Design valid for use only with MRek® connectors. IDls design Is based only upon parameters shown, and Is for an IndMdual building component, not a truss system. Before use, the building designer must verify the applicobIlity, of doslgn parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of lndlvldual truss web and/or chord members only. Additional temporary and bracing MiTek' permanent Is always required for stabll8y 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. weANSVMIi Quality Cetera,DSB-89 and BCSI Building Component 69M Parke East all Safety Informalbrpva0oble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job Truss - Truss Type I r Ply 1492829 T77310782 1492829 1 T01 Piggyback Base Supported Gable �QIY 1 1 Job Reference o tional Builders First Source, Plant City, FL-32566, 6.MS NOV 1 c2md Muex lnousmes, Inc. Iueuun II i4:37:0 zum Faye r ID:aFi914SpMBRrFC7nxPdl DyiNO3-NVkYmjC520Y MpJa9ztszFzORI fOHcBC78UeEz7KGN - -0- 19-3-11 29.3-5 47-11-0 -0- 19-3-11 9-11-10 18-7-11 Scale =1:83A 5xfi = Sx6 = 6.00 12 12 13 14 15 16 17 46 = 51 50 49 48 47 46 45 443 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 3x6 = 3x6 = Plate Offsets(XY)- (12:0-3-00-2-01117.0-3-00-2-01121:0-3-00-3-01126:0-0-140-1-121127:0-0-00-1-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Verl(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.01 27 rite nta BCDL 10.0 Code FBC20177TPI2014 Matdx-SH Weight: 3531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP N0.3 WEBS I How at midpt 17-37, 16-38; 15-39.14-40.13-41, 12-42, 11-43, 18-36 REACTIONS. All bearings 47-11-0. (Ib) - Max Ho¢ 2=173(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 38, 39, 40, 41. 43, 45, 46, 47, 48, 49. 50, 36, 34, 33, 32, 31, 30, 29 except 51=-115(LC 12), 28=-133(LC 13) Max Grav All reactions 250 lb or less at joints) 27, 2, 37, 38, 39. 40, 41, 42, 43, 45, 46, 47, 48, 49, 50, 36, 34, 33, 32, 31, 30, 29. 28 except 51=280(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 8-9_ 106/310, 9-10- 131/382, 10-11=-156/456, 11-12=-183/528, 12-13=-162/504, 13-14=-162/504,14-15=-162/504,15-16=-162/504,16-17=-162/504,17-18=-183/531, 18-19=-157/460, 19-20=-131/385, 20-21=106/314 WEBS 3-51= 207/319, 25-28=-178/335 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10! Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MIN FRS (envelope) and C-C Comer(3) -1-0-0 to 3-9-8, Exterior(2) 3-9-8 to 19-3-11, Comer(3) 19-3-11 to 24-1-3, Extedor(2) 24-1-3 to 29-3-5, Comer(3) 293-5 to 34-0-13, Exterior(2) 34-0-13 to 47-9-4 zone;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 ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 fast bottom chord live load nonconcumont with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the,bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 38, 39, 40, 41, 43, 45, 46, 47, 48, 49, 50, 36, 34, 33, 32, 31, 30, 29 except Ijt=1b) 51=115, 28=133. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Albani PE No.3938D MiTek USA, Inc. FL Ced 6634 69M Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WANNING-Vetlly,feslgn pereme[eo entl REAP N07E5ONTHISANO/NCLOpEe M/IEK NEFERANCE PAGEMb]473 rev. taN12a15 eEF0ae USE Design vclltl for use'only with MRel�connecicrs. This tlesign is basetl only upon parameters shown. and is for gn lndNltluol builtling component,not �r� a buss system. BeforO use, the builtling tleslgner must verily the appllcoblllty of design Parameters entl properly Incorporate this design Info the overall `w builtling design.&pdng lntllcatetl8to prevent buckling of lndlvltlupl buss webpnd/or chortl members only. Atltllnanpl temporarycntl permanent bracing MiTek' b always requUetl for stability entl to prevent collapse wim possible persand Injury entl prapedy tlomege. Far general gultlence regertlln8 me fabrlcanon, storage,;tlelNery, erecnon and bracing of busses pad buss sysfemz seeANSUIPII Duomy CModo, p5b4W and SCSI 6uldbp GomPonm} 6904 PeMe Eest BNd. sabp mlormotbrxrvolloble from truss Plate Institute, 216 N. Lee Sheet 3ulte 312, Alexontlrlp, VA 22314. Tampa, FL 336f o Job Truss - Truss Type r I Oty, Ply 1492829 T77310783 1492829 T02 Piggyback Base 7 1 Job Reference (optional) WHOM Mrst bourse, darn lAy, rL- Wdbbb, 6.22us Nov lb ZUlb MlreR Irmusmes, Ina. Iue Jun1114:J1;122e1U raged ID:aFi914SpMBRrFC?nxPd 1IDyiNO3-KurlBPELaOnfb6TzGOvK2g2b35UAu2FUgRdbi6z7KGL 6.00 12 4x6 = 6xB = 7 31 6 32 9 21 `° 19 18 a 16 °O 15 14 ST1.5x9 STP = 4.10 MT20HS= 2x4 II 5x8 = 7x10 = 2x4 II 5x8 = 2x4 11 4.6 = 4x10 MT20HS= Scale =1:89.9 ST1.5x8 STP = 5x8 = LOADING (psQ TCLL 20.0 TCDL 15.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.85 BC 0.89 WB 0.72 Matdx-MSH DEFL. Ven(LL) Vert(CT) Ho2(CT) in (loc) Well L/d -0.26 18-19 >999 240 -0.6018-19 >974 180 0.17 13 n(a n/a PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 355 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc pudins. 9-11: 2x4 SP No.1, 1-4,11-13: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-10-15 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 9-15, 12-15, 5-22, B-22, 16-22 15-17: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 22 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2712/0-8-0.13=2386/0-8-0 Max Harz 2=168(LC 11) Max Uplift 2=-515(LC 12), 13=-494(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3- 5444/2055,3-5=-5026/1967,5-6=-2962/1216,6-7=-2462/1125,7-8=-2068/1025, 8-9=-3316/1585,9-10= 3855/1862,10-12=3921/1684,12-13=-4786/1932 BOT CHORD 2-21=-1768/4797, 19-21=-1768/4797, 18-19= 1579/4451, 16-18- 1579/4452, 15�16=-999/3041,14-15=-1603/4188,13-14=-1603/4188 WEBS 9-16= 250/753, 9-15=-590/1065, 10-15=-395/399, 12-15=-904/492, 12-14=-29/379, 5-19=-262/778, 18-22=-148/612, 7-22=-329/841, 3-19=-464/266, 5-22=-1927/779, 6-22=-607/287, B-16- 177/771,8-22=-1641/737,16-22=-1758/675 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-101 Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=1 Bit; Cat. II; Exp B; Encl., GCpi=0.18; MWFhS (envelope) and C-C Extedor(2) -1-0-0 to 3-10-5. Intedor(1) 3-10-5 to 19-3-11, Extedor(2) 19-3-11 to 26-2-2, Interior(1) 26-2-2 to 29-3-5, Extedor(2) 29-3-5 to 36-1-12, Intedor(1) 36-1-12 to 48-7-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has Imen 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 tit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001Is uplift at joint(s) except (jt=lb) 2=515, 13=494. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-7=-70, 7-9= 70, 9-13=-70, 2-19=-20, 18-19=-80, 13-18=-20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11.2019 Ugntinvecl on e O WARNING-Veraydesf9n Paremerera and READ NOTES ONTNIS ANOINCLUOE"M1TEKR£FERANCE PAGE MIN47a rev. laN.Yf0159EFOREUSE. Design valltl for use only with MRelt® connectors fill tla'Ign Is based only upon parameters shown, antl Is for an IndlVldoal builtling component, not a truss system, Before use, the builtling designer mustv'a the applicablllfy of design parameters antl properly Incorporate Ihls design Info the overall wt builtling design. Brddnglndlaotetl is to prevent buckling of lndlvltlualtmss weband/orchard members only. Addl9onal temporary and permanent bracing Is always required ter smblllN cnd to prevent collapse with possible personal Injury no pmpedy damage. For general guidance regortling Me MiTek' fabrication storage, tl.".ry. erection antl braing of'uses and truss systems. se-M3I/IPII peel0llryy Cril 05a419 and aC91 auldYry Component ,let. of.nnafbr av "able hem Truss Plate InstlNfe. 218 N. Lee Sheet, Suite 3,2, Alexontlda. VA 22314. es0a Peke Eest BNd. Tampa, FL 33610 Job Truss - - Truss Type r r city Ply 1412129 T77310783 1492829 �T02 Piggyback Base 7 1 Jab Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Jun 11 14:37:12 2019 Page 2 ID:aFi914SpMBRrFC?mPdl lDONO3-KurlBPELaOnfb6TzGOvK2g2b35UAu2FUgRdbi6z7KGL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 29=-75 30=-75 O WARNING -Verifydaslgdpam.Ns.and READ NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEMLL74Tdrev. 1"=15BEFOREUSE Design volld for use only with MRekO connectors. Phis design Is based only upon parameters shown, and Is for on IndMdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and buss systems seeANSVTPI I CuOlMy CMnlo, 05649 and 6CSI Building Component Safely Nformatbncvailable from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexondda, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL W610 Job Truss Truss Type r , Oty Ply 1492829 T17310784 1492829 �T03 GABLE 1 i Job Reference (optional) Bwlders First Source, Plant City, FL- 32566, 8.220 s Nov 16201E MI lek Industries, Inc. lue Jun 11 14:3f;14 ZU1U rage 1 ID:aFi914SpMBRrFC?nxPdllDyi NO3-GGz2c5Fb6d1 NrOdMOpxo757w4v9gMrdn716in?z7KGJ - -0 6-6-] 12-7-12 19-3-11 '25-&8 3L9-5 38-5-4 44-6-9 51-1-0 -O• tV 6-t-5 V14 6-2-13 E2-13 fi-7-14 &1-5 6.6-7 Sxe = 3x8 = 5x6 = 8.00 12 6 50 7 51 B 3x8= 5x8 WB= 3xB= 4xe 46 = 3x8 = 5x6 WB = axe = .919311 2B 1-79 10.2-2 65fi 623 4M 220.8 fi--I 51-1-0 I 9-7-9 Scale=1:92.2 d STP = 12 y axis = Plate Offsets (X Y)—I 14:0.0-00-1-12] [4:0-3-0 Edae](6:0-3-0 0-2-01 f8:0-3-0 0-2-01 (35:0-1-15 0-0-01 LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(-L) -0.44 18-20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Verl -0.9318-20 >617 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.22 12 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 345 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6,8-10: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except` 14-17:2x4'SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2084/3-2-0, 12=2280/0-8-0, 21=303/0-3-8 Max Horz 2=168(LC 11) Max Uplift 2=-471(LC 12), 12=-509(LC 13), 21=-68(LC 12) Max Gmv 2=2090(LC 2), 12=2280(LC 1), 21=303(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-18, 7-18, 7-15, 9-15 FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4359/1843, 3-5=-4137/1814, 5-6=-3325/1581, 6-7=-2899/1506, 7-8=-2915/1506, 8-9=-3341/1580,9-11=-4305/1894,11-12=4539/1943 BOT CHORD 2-21=-1572/3814, 20-21=-1572/3814, 18-20=-1374/3401, 16-18=-1087/3097, 15-16=-1087/3097,13-15=-1377/3472,12-13=-1624/3995 WEBS 3-20=-340/271, 5-20=-136/508, 5-18=-749/501, 6-18=-426/1099, 7-18=-519/227, 7-15=-489/210, 8-15=-433/1103, 9-15=-831/533, 9-13=-234/658, 11-13=-405/322 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exhmor(2) -1-0-0 to 4-1-5, Intedor(l) 4-1-510 19-3-11, Extedor(2) 19-3-11 to 26-6-6, Interior(l) 26-6-6 to 31-9-5, Extedor(2) 31-9-5 to 39-0-0, Interior(1) 39-0-0 to 51-1-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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 ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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, with BCDL= IO.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 21 except (jt=lb) 2=471, 12=509. 10) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building, is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WMARNO-Verity daalgnpammetemand READ NOTES ON THISAND/NCLUDED MI/EKBEFEBANCEPAGEM614M rev. 1D=015BEFONEUSE Design valid for use only with Mmea connectors, This daslgn Is based only upon parameters shown, and Is far an Individual building component, not ��- a truss system. Before use, the building designer must verity the applicablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated isto prevent buckling of Individual muss web antl/or chord members only. Addltlonai tomporory and permanent bracing MiTek' Is always requlied for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fa xicanon storage, deltvery, erection and bracing of trusses and truss systems, SeeANSVrPI I QualMy Criteria, DSB-89 and SCSI Building Component SOfcry Nformationovollable from Truss Plate Institute, 218 N. lee Street Suite 312, Alexandria. VA 22314. 69U Parke East BNd. Tampa, FL 33610 Job Truss Tuns Type s Ply 1492829 T77310785 1492829 T04 Piggyback Base �Oty 3 1 Jab Reference o tional umicers mrsr source, rim any, rc-avao, 6.220. N.. 10201G tvai wk; hdm.tai S. Fic.,uaum, ,, =._e=• ID:aR914SpMBRrFC?nxPdl lDyiNO3-Cf5pl nHsdEH44kmkVD_GCWDFrig4gd4b3bomz7KGH 6.9.9 13-0-10 19.341 25-6-B 31-9-5 38-o-6 44.3.7 51-1-0 -0- 6.9.9 6-3-1 fi-3-1 6.2.13 6-2-13 6-3-1 fi-3-1 Scale=1:94.6 I 5x8 = 3xB = 5x6 = 6.00 12 5 276 28 7 5'. d STP = 10 a 18 31 17 °' 16 15 14 33 13 12 34 35 11 3x6 = 5.6 W0= 34 = 4x6 = 2x4 II 3x8 = 5x6 AS= 3x6= 46 = 4xfi = LOADING (pst) SPACING- 2-0-0 CS'. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grp DOL 1.25 TC 0.94 Vert(LL) -0.4216-18 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Ved(CT) -0.8416-18 >734 180 BCLL 0.0 ' Rep Stress Incr YE5S WB 0.82 Hom(CT) 0.25 10 Na We BCDL 10.0 Code FBC2017/I'PI2014 Matdx-MSH LUMBER - TOP CHORD 2x4 SP No.2 -Except' 1-3,9-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2369/0-8-0, 10=2298/0-8-0 Max Hoa 2=168(LC 11) Max Uplift 2= 535(LC 12), 10=-511(LC 13) PLATES GRIP MT20 2441190 Weight: 29811b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-16, 6-16, 6-13, 8-13 FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4523/1931, 3-4=-4252/1874, 4-5=-3361/1608, 5-6=-2938/1526, 6-7=-2940/1520, 7-8o-3363/1602, 8-9=-4258/1877, 9-10= 4523/1951 BOT CHORD 2-18=-1656/3983, 16-18=-1393/3463, 14-16=-11(15/3138; 13-14=-1105/3138, 11-13- 1368/3466, 10-11=1634/3991 WEBS 3-18=- 41/318,4-18=-203/637,4-16=-821/523, 5-16=-447/1128, 6-16=-520/223, 6-11=0/268, 6-13=-519/219, 7-13=-451/1129, 8-13=-824/524, 8-11=-229/642, 9-11=-445/343 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1 Oil Vult=160mph (3-second gust) Vasd=124ri TCDL=4.2psh BCDL=3.Opsf; h=1811; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 4-1-5, Interior(1) 4-1-5 to 19-3-11, Exterior(2) 19-3-11 to 26-6-6, Intedor(1) 26-6.6 to 31-9-5. Extedor(2) 31-9-5 to 39-0-0, Intedor(1) 39-0-0 to 51-1-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (11=11b) 2=535, 10=511. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Alban] PE No.39389 MTek U5A, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 QWARNING-Venrydnign Dammefersend READ NOTES ON TRn ANDINCLUDEDMREKBEFEBANCEPAGEMX7473rev. l""015BEFONEUSE Design valid for use only with MITI 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,&acing Indicated is to prevent buckling of Individual truss web grid/or chord members any. Additional temporary and permanent brcchng �■" `r MOW 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me =fabrication, storage, delivery, erection and bracing of trusses and run systems, snANSVIPl I QuoIIIN1yy CiR"do, OS9419 and SCSI Building Component Mlonnatbrnvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 691 Parke East Bald. Tampa, FL 33610 Job Truss Truss Type Ply 1492829 T77310786 1492829 �T05 �Qty Piggyback Base 4 1 Job Reference (optional) _ ... �. � -. �.. .-. n non- K,-.. •a nn�o xI:Tn41nA..n�rinn Inn T��n Inn 1t rA��l]�1]'JMa Penn 1 Buiiders Flair Jeare, isi.ni City, FL-32566, V.LL..a..v-.v.-v. v n.................I.....I ...-. .... ..._.... __._ _�_. I D:aFi914SpMBRrFC7mPdl lDyi NO3-grfBE61UOYPxiuLw3xVVIkIP06AOZHpDpj LMOKz7KGG - -0 0 E&7 12-7-12 1&3-11 26-7-8 38-11-5 40-7-4 46.8-9 53-3-0 -0- 6-6-7 6-1-5 6.7-14 7-3-73 7-3-13 6-7-14 6.1-5 66-7 Scale=1:98.7 5.6 = 6.00 r12 3x8 = 5x6 = 6 7 9 3xfi 6 3.6 C. 3x8 i 5 28 9 293x611 10 2x4 \\ 4 2x4 3 30 27 ST1.5x8 STP = ST1.5x8 STP = m 12 12 d 20 31 19 32 1T 33 34 14 35 36 13 78 16 15 34 = 5x6 w8 = 3x8 = 46 2x4 11 3xB = 5x6 W B = 3x6 = 5.8 = SxB" 9-1-9 7790--32-- 263-0-8 33&115 441.7 53-3-0121 el. 9-1-9 7--13 --13 7. 122 Plate Offsets(XY)- 12.0-1-11Edoe116:04-00-2-81l8'04-00-2-81112-0-1-11Edge1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Ven(LL) -0.47 18-20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.96 18-20 >667 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.83 Horz(CT) 0.26 12 Na Na BCDL 10.0 Code FBC2017/fP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.t 'Except' TOP CHORD 1-4,101 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.1 *Except' WEBS 14-17,17-19: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=2467/0-8-0, 12=239610-8-0 Max Horz 2=168(LC 9) Max Uplift 2=-550(LC 12), 12=-526(LC 13) FORCES. (lb) -Max. CompJMax. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4801/2031, 3-5=4568/1997, 5-6=-3618/1699, 6-7=-3165/1614, 7-8=-3166/1608, 8-9=-3619/1693, 9-11= 4574/2004, 11-12=4808/2055 BOT CHORD 2-20= 1750/4228, 18-20=-1505/3713, 16-18=-1223/3448, 15-16=-1223/3448, 13-15=-1480/3716,12-13=-1728/4236 WEBS 3-20=-403/303, 5-20= 211/646, 5-18=-821/537, 6-18=-453/1201, 7-18=-613/260, 7-16=0/331,7-15=-612/256,8-15=457/1202, 9-15- 825/538, 9-13=-240/651, 11-13=407/329 Weight: 306 lb FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-18. 7-18, 7-15, 9-15 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=3.Opsf; h=188; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterfor(2) -1-0-0 to 4-3-14, Intedor(1) 4-3-14 to 19-3-11, Exterior(2) 19-3-11 to 26-7-8, Intedor(1) 26-7-8 to 33-11-5, Extedor(2) 33-11-5 to 41-5-11, Intedor(1) 41-5-11 to 53-3-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.1 6) Provide mechanical Connection (by others) of truss to beadng plate capable of Withstanding 100lb uplift at joint(s) except (jt=1b) 2=550, 12=526. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Alban! PE No.30300 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNING- Verity Eeslgnperemetemend READ NOTES ON THISAND INCLUDED MREKREF£RANCEPAGEMI}7479mx. 1t401191SBEFOREUSE Design valid for use only with MTek® 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 Me appicabllHy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of individual foss web and/or chord members only. Additional teni and permanent bracing MiTek' B always requited for stability and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding Me fobricatlon, storage. delivery, erection and bracing of trusses and truss systems, seeANSVTPII GualNv CrXerli DSB49 and SCSI Building ComponentSai 6904 Parke Eazl Blvd. Inlormatbrgvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22 14, Tampa, FL 33610 Job Truss Truss Type , Ply 1492829 T77310787 1492829 T05A GABLE �Qty 1 1 Job Reference (optional) Builders First Source, Flair Lny, FL-32bee, O.LLV S nV y I O CU IO Ivi I CM1 S' 5x6 = 6.00 12 6 3x6 = Sxe = 7 8 Scale=1:98.7 STP = 12 20 53 19 °-' 18 17 55 16 56 1s 14 bi 56 la 3x6 = 5x6 WB= 3x8 = 46 = 3x8 = Sere Wa= sire= 5xB = 5x6 LOADING (psi) TCLL 20.0 TCDL 15.0 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/TPI2014 CSI. TIC0.97 BC 0.96 W B 0.83 Matrix-MSH DEFL. Ve I LL) Ver(CT) Horz(CT) in (too) Vdefl Ud -0.47 18-20 >999 240 -0.96 18-20 >667 180 0.26 12 n/a n/a PLATES GRIP MT20 2441190 Weight: 3721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except- TOP CHORD Structural wood sheathing directly applied. 1-4,10-12: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except- WEBS 1 Row at midpt 5-18, 7-18, 7-15, 9-15 14-17,17-19: 2x4 SP M 31 WEBS 2.4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2467/0-8-0, 12=2396/0-8-0 MaxlHorz 2=168(LC 9) MaxlUplift 2=-550(LC 12), 12=-526(LC 13) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4801/2031, 3-5=-4568/1997, 5-6= 3618/1699, 6-7= 3165/1614, 7-8=-3166/1608, 8-9=-3619/1693,9-11=-4574/2004,11-12=-4808/2055 BOTCHORD 2-20=-1750/4228, 18-20=-1505/3713, 16-18=-1223/3448, 15-16=-1223/3448, 13-15>1480/3716,12-13=-1728/4236 WEBS 3-20=-403/303, 5-20=-211/646, 5-18=-821/537, 6-18=-453/1201, 7-18=-613/260, 7-15=-612/256,8-15=-057/1202,9-15= 825/538,9-13=-240/651,11-13=-407/329, 7-16=0/331 NOTES- (10) 11 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsh hl Sit; Cat. II; Exp B; Encl., GCpiIB; MWFRS (envelope) and C-C Extedor(2) -1-" to 43-14, Intenor(1) 4-3-14 to 19-3-11, Extedor(2) 19-3-11 to 26-7-8, Intedor(1) 26-7-8 to 33-11-5, Extedor(2) 33-11-5 to 41-5-11, Interior(1) 41-5-11 to 533-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details'as applicable, or consult qualified building designer as per ANSI/fPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 theibottom chord and any other members, with BCDL= 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except 01=11b) 2=550. 12=526. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer. per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39390 MTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 WARNWd a.D2uil eEFORE USE WOLUOEp Mara HEFEshown PAGEMor rilyuse designth en✓ecte NO7ESpN7Is Design for foruseonly with Dconsignee.lush design Is besetlonly upon parnpararsshown,and Is for an Individual bulltlll component, not We& base an In ivid compon ��- a system. Before use, the buildingtl must veritythe applicabilityof Incorporate thisrary nInto the overall atruss yste building Bracing pibuckling ond/parametersandproperly ated reeve chordmembersonly. AddItIond permanent bracing webry MiTek' Is always required guldmpomryantl Is alwaysn,stor for coven with osabtl person the stability end to preventcolof with posnd and property damage. For general bunco and and general star eliv and bracing of elNery, trpersonel s, se fabrication, hues systems s, card IICSce Building IP1i CuaI21y Criteria, b611-09 and lC51 BUldhp Component Co Tamp Perko Blvd. Ion, from Truse anew Amp Salop Infomlotb�olable from suss Plate Institute. 218 N. Ise Sheet, Suite 312, Nexontltlo. VA 2231d. 18 N. Lee s Tampa, FL 33610 3361 Job Truss - Type . Oty Ply 1492829 T77310788 1492829 �Truss T06 Piggyback Base 1 1 i Job Reference o tional Builders First hource, Plant filly, FL-32be8, 0z[u5.0v10lu1. muax n. s. am 5x6 Us= 5x6 = 6.00 12 6 ] g Scale: 1/8'=1' 4 STP = /2 Y 3219 18 1f an 16 15 lnxb ao 1a 21 20 3x6 = 5xB = 3x6 2x4 3xB = 4.6 = 3x6 = 46 = 4x6 BxB = 9-1-9 0.1 11-8 193-11 217-8 33d 1-5 44-1-7 53.3.0 oe.o ae P.4.3 ].51.19 zvf3 { .41, o.vo Plate Offsets (X Y)- r6:0-3-0 0-2-01 r8:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.36 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.7113-15 >712 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.11 12 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 303 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-4-5 oc bracing. 17-19: 2x4 SP No.2 WEBS 1 Row at midpt 5-21, 7-18, 7-15, 9-15 WEBS 2x4 SP No.3 REACTIONS. All bearings 11-3-0 except Ot=length) 12=0-8-0, 20=0-3-8. (lb) . Max Horz 2=168(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2 except 2=-236(LC 26), 21=-684(LC 12), 12=-445(LC 13) Max Gmv All reactions 2501b or less atjoint(s) 2 except 21=2947(LC 1), 12=1874(LC 1), 20=285(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-404/974, 3-5=-444/1222, 5-6=-1535/826, 6-7=-1291/828, 7-8=-2092/1171, 8-9=-2426/1207, 9-11= 3396/1513.11-12=3632/1557 BOT CHORD 2-?1=-820/433, 20-21=-112/406, 18-20=-112/406, 16-18=-603/1987, 15-16=-603/1987, 13;15=-1047/2654,12-13=-1299/3186 WEBS 3-21=-447/318, 5-21=-2792/1325, 5-18=-437/1310, 6-18=-75/305,7-18— 1214/530, 7-16=0/367, 7-15=-121/265, 8-15=-232/668, 9-15=-828/539, 9-13=-244/665, 11-13=-413/332 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-101 Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.0pst h=18ft; Cat. II; Exp S; Encl., GCpl=0,18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 4-3-14, Intedor(1) 4-3-14 to 19-3-11, Extedor(2) 19-3-11 to 26-7-8, Intenor(1) 26-7-8 to 33-11-5, Exterior(2) 33-11-5 to 41-5-11, Intedor(1) 41-5-11 to 53-3-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate: drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joints) except (jt=lb) 2=236, 21=684, 12=445, 2=236. 7) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albanl PE No.39380 MTek USA, Inc. FL Cart 669 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WADN/NG-Vetll)✓Beslgnperemetem and BEADBO]ESOmMat,4NDIBOLUDED MREK BEFEBABOE PAGE MIh74]3 mvJDA'V3a's BEFOREUSE Design valid for uselionly wIM MFeI� connectors. This tlsign Is based only upon parameters shown, antl Is for an Intlivbual bulltling component, not a truss system,. Before use, the bulltling tlaslgn., must verify the appllc.b`Z of design parameters and P,ODerly Incorporate this design Into the Overall bulltling tlaslgn.Brocing lndicotetl is to prevent buckling of lndNldual huss web and/or chord membersonly. AtltlitlonaltempOrary antl permanent bracing MiTek' b always requlretl for stability antl to pmveniaallapse with passlbla personal Injury antl property tlamage. For general guidance regarding the fobrkotlon, atom..; do'ery, erection and bracing of fnisses antl huss systems, seeANSU1P11 GUDIBy CMnb,:DSS-09 and aL31 BWdhg Componwl 6904 PaM1e East BNtl. Sahty fat.msttb..,.ble ham Truss Plot. InsflMe, 218 N. Lee Sheet. SLae 312 Alexanal VA 22314. Tampa, FL W610 Job � Thus Truss Type I • OtY Ply T77310789 1492829 �T07 Piggyback Base 7 1 �1492829 I - Job Reference (optional) Builders First Source, Plant City, FL-32565, a.22u a Nov le 2016 INp ex i ID:aFi914SpMBRrFC7nxPdllDyiNO3-lpS4 S 5x6 = 6.00 12 3.8 = 5x6 = 6 7 B Inc. l us dun 1 1 14ar:z4 4V 1 a rags I Scale=1:98.7 4 STP = 12 g 21 20 19 32 16 it 03 15 34 15 14 uo qu 1a 46 =, 20 II STI.5xB STP = Ste = 2x4 II 3.8 = 4x6 3x6 = 4x6 = 3x6 = 3x6 = tall = LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (too) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ved(LL) -0.35 13-15 >999 240 TCDL 15.0 Lumber DOL 1.25 BC O.B4 Vert(CT) -0.6813-15 >743 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.95 Horz(CT) 0.09 12 rVa n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD 4-6: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.1 'Except' WEBS 2-19;17-19: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=134/0-8-0, 20=2934/0-8-0, 12=1794/0-8-0 Max Ho¢ 2=168(LC 9) Max Uplift 2=-130(LC 9), 20=-712(LC 9113) Max Grav 2=224(LC 23), 20=2949(LC2), 12=1794(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-86/667, 3-5=-384/945, 5-6=-1252/637, 6-7=-1013/673, 7-8=-1929/1083, 8-9q 2245/1110,9-11=-3217/1416,11-12=-3453/1455 BOT CHORD 2-21=-562/228, 20-21=-562/228, 18-20= 782/577, 16-18=-475/1764, 15-16=-475/1764, 13-15=-960/2493,12-13=-1213/3027 WEBS 7-18=-1298/576, 7-16=0/369, 7-15=-159/350, 8-15=-184/585, 9-15=-828/539, 9-13= 245/667,11-13=-414/333,5-20= 2503/1243,.5-18=-844/2134, 3-20=-488/631, 3-21=-349/222 PLATES MT20 GRIP 244/190 Weight: 308111 FT=20% Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 5-6-11 oc bracing. 1 Row at midpt 6-18, 7-18, 9-15, 5-20, 5-18 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;'Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=3.Opsf; h=18R; Cat. II; Exp B'Encl.. GCpi=0.18; IAWFRS (envelope) and C-C Extedor(2) -1-0-0 to 4-3-14, Intedor(i) 4-3-14 to 19-3-11, Extedor(2) 19-3-11 to 26-7-8, Interior(1) 26-7-8 to 33-11-5, Extedor(2) 33-11-5 to 41-5-11, Interior(1) 41-5-11 to 53-3-0 zone; cantilever left and right exposed; porch left exposed C&C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0ti on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=130, 20=712, 17=434. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.* Thomas A. Alban! PE No.39390 MTek USA, Inc, FL Cert 8634 69M Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNING- Veritydeslge parameters amd READ NOTES ON TN/SANDINCLUDED MREKREFERANCEPAGEAfX70x3 rev, laNY10156EFOREUSE valid for use only with Mrsi connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not fat a truss system Before use. Me building designer must verify Me opplicabillfy of design parameters and properly Incorporate this design Into the overall buildingdesign. Brocinglirdicotedis to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with pas i personal Injury and property domage, For general guidance regarding Me fabrication, storage. delivery, election and bracing of tnssses and buss systems. seeANSVIPiI goal My criteria. OSB-09 and BCSI Building Component Safety Informafbmvallabie from Truss Plate Institute, 218 N, Lee Sheet Sulte 312, Alexandria, VA 22314. M!Tek* 69N Parke East Blvd. Tampa, FL 33610' Jab Thus Truss Type O=Ply104912829 T77310790 1492829 T08. Piggyback Base 1eference (optional) bulloom rrrSI bource, rram r.ny,. rs.-ozaoo, Sl Scale-1:94.9 Sx6 = 37 S5= 8.00 12 6 6 22 21 su 33 19 lb 17 30 16 " 14 13 4x6 2.4 II ST1.5x8 STP = 3x8 = 2x4 II 5XS = ST1.5xB STP = 2x4 II 46 6x8 = 6x8 = 6.9.4 INII-n . 19-3.11 267.8 33-11-5 39-4-0 45.7.6 40-517 52.11.3 _ - , 69-4 41-12 8.4-17 7-3-13 7-3-13 5-4-11 6.3.6 010L1 6.5-12 Plate Offsets (X Y)-- [6:0-0-00-2-81 18'0-3-0 0-2-01 [14:0-3-8 0-3-01 121.0-3-e 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.18 13-28 >904 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0,60 Vert(CT) -0.2319-21 >999 180 BCLL 0.0 ' Rep Stress Incr YES INS 0.86 Horz(CT) 0.02 14 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 317 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-19.7-19.7-16, B-16, 9-14 REACTIONS. All bearings 0-8-0 except (jt=length) 12=Mechanical. gla) - Max Horz 2=170(LC 9) Max Uplift All uplift 10011a or less atjoint(s) except 2=-177(LC 8), 14=-589(LC 8), 21=-589(LC 9), 12=-266(LC 8) Max Gray All reactions 250 Ib or less at joint(s) except 2=461(LC 23), 14=1966(LC 2), 21=1882(LC 1), 12=544(LC 24) FORCES. (I e) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-363/365, 3-5_ 119/278, 5-6=-933/501, 6-7=-726/558, 7-8=-524/458, 8-9=-665/454, 11-12=-683/697 BOT CHORD 19-21- 151/292, 17-19=-160/954, 16-17=-160/954, 13-14= 504/522, 12-13=-504/522 WEBS 7-19=-396/166, 7-17=0/405, 7-16=-704/293, 9-14=-1476/718, 9-16=-314/1029, 5-21=-1457/807,5-19=-357/1023,11-14= 727/854,11-13=-384/306, 3-21=-479/626, 3-22=-348/219 NOTES- (9) 1 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst1 BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 4-3-8, Interior(1) 4-3-8 to 19-3-11, Exterior(2) 19-3-11 to 26-7-8, Interior(1) 26-7-8 to 33-11-5, Exterior(2) 33-11-5 to 41-5-2, Intenor(1) 41-5-2 to 52-11-3 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1771ti uplift at joint 2, 5891b uplift at joint 14, 589 lb uplift at joint 21 and 266 lb uplift at joint 12. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No,39380 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNING- Vedlydesign paremefers end READ NOTES ON THISAND WCLUaEDMREKREFERANCEPAGEMU7473®v. 1MAfi2015 BEFORE USE Design void 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 buliding designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. adding Indicated 6 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always pau ed forstablity and to prevent collapse with possible porsanal h7ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIP11 CualNv Cmerlo, DSB49 and BCSI Building Component 6904 Parke East Blvd. Informational from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexantlrla, VA 22 14. Tampa, FL 33610 Job Truss Truss Type I Ply 1492829 T77310791 1492829 T09 Piggyback Base �Qty 2 1 I Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.220 s Nov l6 2Ol8 Mi /ex indUStneS, Inc. I ue dun Tl Scale-1:94.9. 5x6 = 6.00 12 3.8 = 5x6 = 22 21 zu 33 19 J° 18 if ac 16 m 15 " 13 4x6 = 2x4 11 ST1.5x8 STP = 3x8 = 2x4 11 5x8 = ST1.Sx8 STP = 2x4 11 4x6 6x8 = Us = 6-9.4 10.11-0 19-&11 26-7-8 33-11-6 39.4-0 47-1-0 52-11-3 i I I I I z�-w I c-eer I zo.n I 6-1na Plate Offsets (X Y)-- [6.0-4-0 0-2-81 [8:0-3-0 0-2-0] [15.0-3-8 0-3-O][21:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.15 22-25 >847 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Ven(CT) -0.2319-21 >999 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.84 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 3161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 -Except' TOP CHORD Structure) wood sheathing directly applied or 4-0-8 oc pudins. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 6-19, 7-19, 7-16, 8-16, 9-15, 11-15 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 12=Mechanical. (Ib) - Max Horz 2=170(LC 9) Max.Uplift All uplift 1001b or less atjoint(s) except 2— 175(LC 8). 21=-578(LC 9), 15=-657(LC 8), 12= 219(LC 8) Max Gmv All reactions 2501b or less atjoint(s) except 2=458(LC 23). 21=1050(LC 1), 15=2077(LC 1), 12=463(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-37.357/354, 3-5=-122/285, 5-6=-902/449, 6-7=-697/511, 7-8=-443/355, 8-9=-580/330, 9-11=-184/396,11-12=632/637 BOT CHORD 19-21=-159/302, 18-19=-138/913, 16-18_ 138/913, 15-16= 252/395, 13-15=-476/504, 12-13=-476/504 WEBS 7-19— 357/123, 7-18=0/407, 7-16=-733/357, 5-19=-320/994, 5-21— 1426/767, 9-16=-401/1090, 9-16=-1641/865, 11-15=-795/939, 11-13=-364/297,3-21=-479/626, 3-22=448/219 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psk BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-M to 4-3-8, Intedor(1) 4-3-8 to 19-3-11, Extedor(2) 19-0-11 to 26-7-8. Intedor(1) 26-7-8 to 33-11-5, Exterior(2) 33-11-5 to 41-5-2, Interior(1) 41-5-2 to 52-11-3 zone; cantilever left and right exposed; porch left and dght exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 3x6 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175lb uplift at joint 2, 578 lb uplift at joint 21, 657 lb uplift at joint 15 and 219lb uplift at joint 12. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 O WARNING-VeNty design pemmelere end READ NOTES ONTR/SANDINCLUDED MREKREFERANCE PAGE MR7473 rev. fiD `015 BEFORE USE Design valltl for uselonly with MRek®cannectors, This design Is loosed only upon parpmetm shown, and Is for onIndlvl0ualbuilding component, not design Info Me 19F a truss system. Befo�e use, the builtlln8 tleslgner must verlry the appllcablllty of design parameters and properly Incorporate thu overall bullding design. Brgcing lntllcatetl is to prevent buckling of lndNltlu.I truss web and/orchortl members aNy, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collopse wIM poa4bie personal Injury and property damage. For general guidance regarding Me fobrico6on, storoge� delNery, erection and bracing of trusses and puss systems saeAN31/IPI7 Ceapprryy CMrrM, DSS49 and BGI fivadtrrD (:ampon.nl 218 Lee Sfreet. SLite 312, Alexandria. VA 22314. 6904 PaMa East BNtl. Tampa, FL 33610 SafiW Inf.an.bo rgva0abie from Truss Plate rnanM. N. Job Truss Type , Oty Ply 1492829- T77310792 1492829 �Truas T10 GABLE COMMON 1 1 Job Reference (optional) buuaem rust cuurce, ream ury, rL-oz000. 5x6 =' 6.00 12 6 3x8 = Sire = 7 8 Scale =1:92.2 -- 24 -- 21 -- 3x8 - 3x8 = 3x6 = 14 66 67 6x8 = .4x6 = 6x8 = 5x6 = 46 = 3.6 = 3x4 11 LOADING (psi) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.26 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/iP12014 CS'. TC 0.96 BC 0.73 WB 0.57 Matrix-MSH DEFL. Vert(LL) Vert(CT) Hom(CT) in (too) Well Ud -0.12 16-17 >999 240 .0.24 16-17 >999 180 0.06 13 n/a n1a PLATES .GRIP MT20 244/190 Weight: 3951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,8-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-24, 7-19, 7-16, 10-13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 11-3-0 except Qt=length) 13=13-10-7, 12=13-10-7, 21=0-3-8, 14=0-3-8, 12=13-10-7. (Ib) - Max Horz 2=170(LC 9) Max Uplift All uplift 100 lb or less at joints) 2, 12, 23, 25, 26, 27,14 except 24=-633(LC 12), 13=-656(LC 8), 22=-208(LC 3) Max Grav All reactions 2501b or less at Joint(s) 2, 12, 23, 25, 26, 27, 14, 2,12 except 24=2029(LC 1), 13=2141(LC 1), 21=431(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-136/299, 3.5=260/678, 5.6=-1534/835, 6-7=-1243/860, 7-8=-1234/875, 8-10— 1525/851, 10-11=121/596 BOT CHORD 23-24= 241/614, 22-23=-241/614, 21-22= 241/614, 19-21= 241/614, 17-19=475/1542, 16-17=-475/1542, 14-16=-293/644,13-14= 293/644 WEBS 3-24=396/327, 5-24= 2168/1133, 5-19= 2117776, 7-19_ 577/251, 7-17=0/423, 7-16=-601/235,10-16=-1547733,10-13= 2087/1011, 11-13=-432/426 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;VuIt=160mph (3-second gust) Vascll 24mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 4-3-7, Interior(1) 4-3-7 to 19-3-11, Extedor(2) 19-3-11 to 26-7-8, Intedor(1) 26-7-8 to 33-11-5, Exterior(2) 33-11-5 to 41-5-1, Interior(1) 41-5-1 to 52-10-7 zone; cantilever left and right exposed: porch left and right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. Thomas A. Alban! PE No.36360 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MTek USA, Inc. FL Carl fi636634 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 6904 Parke East Blvd. Tampa FL 33610 Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 12, 23, 25, 26, June 11,2019 Q WARNING- Verily desr9.,ca metersand READ NOTES ON TMISAND INCLUDED MmEKRE1ERANCEPAGEMM11473rex. ld0.'Yf0159EFORE USE Design valid for use only with Moak® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not ��- a hues system. Before use, the bulltling all must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing lndlcated is to prevent buckling of Individual truss web and/or chard members any. Additionaln Additional temporary and permanent bracing e MOW Is always required for stability and to prevent collapse with possible perwnal Injury and property damage, For general guldonce regarding the fobrlcaAon, storage, delivery erection and bracing of trusses and truss systems. seeANStra 11 Quality Cirl DSB49 and BCSI Building Component 69M Poke Easl Blvd. Safely Informallonavalabie from Truss Fate Instftuto, 218 N. Lee Sheet, Suite 312. Alexandr Alexandria, VA 22314. TaFL 33810 mpa, Job uss Truss Type -, City Ply 1492829 I T17310792 1492829 TO GABLE COMMON 1 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16 2018 MiTek Industries, Inc. True Jun 11 14:37:282019 Page 2 ID:aFi9145pMBRrFC7naPd1lDyi NO3-szpLYtQNpwoN W ah2CIB4h2i IHY_PeKhrLwVRHBz7KG5 10) 'Thismanufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building,code.' .&WARNING -Verily Eesignparemetersand READNOTES ON TNISAND INCLUDED MI7EKREFERANCEPAGEMsA7MreV. 1,111151AN15BEFORE USE Design valid for use gnly with MBeM connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not ��' a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members aniy.Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, aelNory, erection and bracing or Musses and truss systems. meANSVIPII QualStlryy Criteria, DS549 and SCSI BuldIng Component 69M Parke East BNd. Safety InformationoSollobie from Truss Plate Institute, 218 N. Lee Sheet, Sulfa 31Z Nexondrla, VA 22314. Tampa, FL 33610 Jab aTruss Type , Oty Ply 1492829T77310793 1492829 T Common 2 1 ' Job Reference (optional) ewicers First Source, Plant Ury, VL- azboo, o...v,v w,o,x,1, vn,nw>,,,e>,,,— ,u_u,,,,, 11-1—��,_. ID:aR914SpMBRrFC7nxPdl lDyiNO3.K9Njl DR?aEwEBkGEmSjJEG FTaylANkT_aaF_PO ST m ?I Sx6 = A nnR-9 6 Scale =1:78.0 77 16 '" -" 14 -- '- tz 11 ,0 3x6 = 2x4 II 3x4 = 46 = 3xB = 4x6 = 3x4 = 2x4 II .46 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frPI2014 CSI. TC 0.99 BC 0.89 We 0.72 Matrix-MSH DEFL VerI LL) Vert(CT) Horz(CT) in (loc) Well L/d -0.22 12-14 >999 240 -0.5212-14 >990 180 0.19 10 n/a rJa PLATES GRIP MT20 2441190 Weight: 232 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-4-3 oc bracing. 13-15: 2x4 SP No.2 WEBS 1 Row at midpt 6-14, 7-14, 5-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1993/0-8-0, 10=1923/Mechanical Max Horz2=184(LC 11) Max Uplift 2=-487(LC 12), 10=-462(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3--3735/1429, 3-5=-3083/1263, 5-6=-2308/1062, 6-7=-2307/1068, 7-9=-3092/1282, 9-10=-3752/1479 BOT CHORD 2-17=1148/3258, 16-17=-1148/3258, 14-16=-875/2674, 12-14=-872/2681, 11-12=-1200/3296, 10-11=-1200/3296 WEBS 6-14= 592/1438,7-14= 982/501, 7-12=-133/543, 9-12=-702/388, 9-11=-1/288, 5-14=-974/497, 5-16=-116/534, 3-16=-668/344,3-17=0/276 NOTES- (7) 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-10;''Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst', BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-3-5, Intedor(1) 3-3-5 to 21-4-0, Extedor(2) 21-4-0 to 25-7-5, Interior(1) 25-7-5 to 42-8-11 zone;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 nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord inall 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= I0.0psf. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except jt=1b) 2=487, 10=462. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' r n b Thomas A. Alban PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 11,2019 AWARNING -Veritytlesignya.mW.endREADNOTES ONTNISAND/NCLUDEDMMEKREFERANCEPAGEMb7473.e..lo=015BEFOREUSE Design volltl for use only with Mlie6® connectors. ThS deslgn Is based only upon poramot6a Shown, ontl Is for an IndlNdual bulltling Component, not a huss system. Before use, the builtling designer must verity me oppllcobility of design porometers and properly Incorporate this deslgn Into the overall bulltling design. Braoing lnOr..ted I .prevent bucklingof lntlNitlual muss web antllor chord members oNy. Atltlieonol temporary ontl pe0npneni bracing M)Tek' b always requited bf stablley ontl to prevent collapse with posible personal lnlury and property tlamag.. For general guI nce regarding th. fobrl..... storage: delNary, eraceon and bmtlng of trusses and buss systems, seeANSUIPII Cua1mI1yy CmMa, DSB419 and aCsl luldbg Component 6904 Paikefast ON& Safely lnfannalbnovo..... ham Truss Plate Innstltute. 218 N. Lee Sheet, Sue. 3, 2. Alexondtlo, VA 22314. Tampa, FL 33610 Job I Truss Truss Type • Cy, Ply T17310794 1492829 T12 Common 5 1 �1492829 Job Reference (optional) Plain City. FL- 32566. .any Sea = 8.220 9 Nov 15 2018 MI I eK Inc. I us JIm 11 14:a/:Ju Zuls Page 1 ItrOKAEVnToa7Meu6B28DE YL4z7KG3 Scale-1:76.7 6 d 14 ST1.Sx8 STP= 4x8 = W = SNI = 6x8 = 3x6 4x6 4%I O NIT20HS O 8-4.13 221-141 3J-88 1I4 42.9-7 -L_II .7-6 6-2-9 Plate Offsets (X V)-- f10:0-3-0 Edael f12:0-4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vde9 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.45 11-12 >375 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.8911-12 >191 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-M8H Weight: 268 lb FT=20% LUMBER - TOP CHORD 2x6 SP M 26 'Except- 4-6: 2x4 SP No.1, 1-4: 2x4 SP No.2 BOT CHORD 2x6 SP M 26 •Except' 13-15: 2x6 SP Nd.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/siie) 2=107210-8-0, 12=325510-6-0, 10=243/Mechanical Max Horz 2=185(LC 11) Max Uplift 2= 303(LC 12), 12=-608(LC 13), 10— 55(LC 13) Max Gmv 2=1082(LC 23), 12=3294(LC 2), 10=340(LC 24) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-2-7 Go bracing. WEBS 1 Raw at midpt 5-14, 6-14, 7-12 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1908/757, 3-5=-1565/618, 5-6= 286/266, 6-7=307/274, 7-9= 398/1216, 9-10=-439/930 BOT CHORD 2-161= 604/1785, 14-16=-273/934, 12-14— 831/534, 11G2=-831/534, 10-11=-831/534 WEBS 3-16=-496/362,5-16=-198/819,5-14=-971/548,7-14=-403/1323,7-12=-2397/895 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) C-C wind load user defined. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Ops1. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 10 except (jt=lb) 2=303, 12=608. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19. 20. 21. 22, 23. 24, 25,26 hasthave been modified. Building designer must review loads to verify that they am correct for the intended use of this truss. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf)I Vert: 1-6=-70, 6-10=-70, 2-12=-20, 12-31=-80, 10-31=-20 Continued on need 2 Thomas A. Alban! PE No.39380 MTek USA, Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11.2019 Q WARNING - wedlydes/gn p scum. .and READ Name ON 7NISAND INCLUDED MmEKREFERANCEPAGEMIP71rii v.i eckss] 5BEFORE USE. Design valid for use only with Mi connectors. this design Is based only upon parameters showy and Is for on Individual building component, not a hum system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Binding Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stablifly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, small and brocingol pusses and mossysiems, seeANSVIPII iNy Cr6odo,DSB-09 and aCSI 6uldbDComponont Safety InformotbrvawIliable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Noire tltl0. VA 22m14. MiTek• 69M Parks East Blvd. Tampa, FL 33610 Job Truss Truss Type - - , City Ply 1492829 T17310794 1492829 T12 Common 5 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.220 a Nov 162018 MI I ek meustnes, Inc. Iue Jun 1114:3/:302Ule Paget ID:aF1914SpM6SrFC?mrPd1 lDyiNG3.oLx5zZSeKY251trCiKAEYnTog7Meu6B28pE_YL4z7KG3 LOAD CASE(S) Concentrated Loads (lb) Vert: 24=-75 25=-75 2) Dead +0.75 Roof Live (balanced)+0.75 Uninhab. Attic Storage: Lumber Increase=l.2b, Plate Increase=1.25 . Uniform Loads (plf) Vert: 1-6=-60, 6-10=-60, 2-27=-20, 27-28- 50, 28-29=-20, 12-29=-50, 12-30=-103, 30-31=-73, 10-31=-20 Concentrated Loads (lb) Vert: 24=-75 25=-75 3) Dead+ Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-67-30, 6-10=-30, 2-12=-40, 12-31=-87, 10-31=-40 Concentrated Loads glo) Vert: 24-175 25=-75 4) Dead +0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=95,2-21=56,6-21=37,6-23=56,10-23=37,2-12=-6,12-31=27, 10-31=-6 Hors: 1-2=-103, 2-21=-65, 6-21=-46, 6-23=65, 10-23=46 Concentrated Loads (Ib) Vert: 24d-75 25=-75 5) Dead +0.6 C-C Wind (Pas. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=29, 2-22=37, 6-22=56, 6-26=37, 10-26=56, 2-12=-6, 12-31=27, 10-31=6 Horz: 1-2=-37, 2-22=-46, 6-22=-65, 6-26=46, 10-26=65 Concentrated Loads (Ib) Vert: 24e75 25=-75 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-16, 2-6=-52, 6-10=-52, 2-12=-20, 12-31= 68, 10-31=-20 Horz: 1-2=-14, 2-6=22, 6-10=-22 Concentrated Loads (lb) Vert: 24--75 25=-75 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads.(plf) Vert: 1-2---44, 2-6=-52, 6-10=-52, 2-12=-20, 12-31=-68, 10-31=-20 Horz: 1-2=14, 2-6=22, fi-10=-22. Concentrated Loads (lb) Vert: 24 75 25=-75 8) Dead +0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=l.6Q Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=24,2-6=5,6-10=21,2-12=-6,12-31=4,10-31=-6' Horz: 1-2=-33, 2-6i 6-10=29 Concentrated Loads (lb) Vert: 24d-75 25=-75 9) Dead +0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=13, 2-6=21, 6-10=5, 2-12=-6, 12-31=4, 10-31=6 Horz: 1-?--21, 2-6=-29, 6-10-13 Concentrated Loads (lb) Vert: 24--75 25=-75 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform. Loads (plf) Vert: 1-2=-25, 2-6=-34, 6-10=-17, 2-12=-20, 12-31=-59, 10-31=-20 Horz: 112=-5, 2-6=4, 6-10=13 Concentrated Loads (Ib) Vert: 24=-75 25=-75 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-9, 2-6=-17, 6-10= 34, 2-12=20, 12-31=-59, 10-31=20 Horz: 12=-21,2-6=-13, 6-10=-4 Concentrated Loads (Ib) 12) Dead +0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=24, 2-6=32, 6-10=17, 2-12- 6, 12-31=12,10-31- 6 Hom: 112=-32, 2-6=-41, 6-10=26 Concentrated Loads (Ib) Vert: 24=-75 25=-75 13) Dead +0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2-9, 2-6-17, 6-10-32, 2-12=-6, 12-31=12, 10-31=-6 Horz: 112=17, 2-6=-26, 6-10=41 Concentrated Loads (Ib) Vert: 24=-75 25=-75 14) Dead +0.6 MWFRS Wind (Pas. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Dontinued on Daae 3 01YARNING-Veltlytleslgnparemeferaend READ NOTES ON TN/SAND/NCLUOEOMREKREFERANCEPAGEMIF)41.trev.lg,0=015BEFOREUSE Design valid for use only with MreM 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 penchant bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fobricatlon, storage, dellvery, erection antl bracing of trusses and truss systems, seeANSUTPB Cuallrylyy CMedo, DSB-09 and BCSI Building Component Safety Information rvallable from Truss Plate Institute: 218 N. Lee Street Suite 312. Alexandria, VA 212 14. 6904 Parke East Blvd, Tampa, FL 33610 T17310794 1492829 1 1T12 LOAD CASE(S) Uniform Loads (plf) Vert: 1:2=24, 2-6=32, 6-10=17, 2-12= 6, 12-31=12,10-31=-6 Horz: 1-2=-32, 2-6- 41, 6-10=26 Concentrated Loads (Ib) Vert: 24=-75 25=-75 15) Dead +0.6 MWFRS Wind (Pos. Internal) 41h Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads:(pIQ Vert: 1-2=9, 2-6=17, 6-10=32, 2-12=-6, 12-31=12, 10-31=-6 Horz: 1-2=-17, 2-6=-26, 6-10=41 Concentrated toads (lb) Vert: 24=-7525=-75 16) Dead +0.6 MW FRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf)' Vert: 1-2=2, 2-6=-6, 6-10=-21, 2-12=-20, 12-31=-59, 1031= 20 Horz: i1-2_ 32, 2-6=-24, 6-10=9 Concentrated Loads (lb) Vert: 24=-75 25=-75 17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-13, 25= 21,.6-10=-6, 2-12=-20, 1231=-59, 10-31= 20 Horza1-2=-17, 2-6=-9, 6-10=24- Concentrated Loads (lb) Vert: 24=-75 25=-75 18) Dead+ Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-30, 6-10= 30, 2-27=-20, 27-28=-60, 28-29=-20, 12-29=-60, 12-30=-93, 30-31=-53, 10-31=-20 Concentrated, Loads (Ib) Vert: 24=-75 25=-75 19) Dead +0.75 Root Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-57, 2-6=-63, 6-10=-51, 2-27=-20, 27-28=-50, 28-29=-20, 12-29=-50, 12-30= 108, 30-31=-78, 10-31=-20 Horz: 1-2=-3, 2-6=3, 6-10=9 Concentrated Loads (Ib) Vert: 24=-75 25=-75 20) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=l-60 Uniform Loads (pIQ Vert: 11-2=-44, 2-6=-51,640=-63, 2-27=-20, 27-28=-50, 28-29=-20, 12-29=-50, 12-30=-108, 30-31=-78, 10-31=-20 .Hari 1-2=-16, 2-6- 9, 6-10- 3 Concentrated Loads Qb) Vand24=-75 25=-75 21) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) let Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert:l1-2=-36, 2-6=-42, 6-10=-53, 2-27=-20, 27-28=-50, 28-29=-20, 12-29=-50, 12-30=-108, 30-31=-78, 10-31=-20 Horz: 1-2=-24, 2-6=-18, 6-10=7 Concentrated Loads (Ib) Vert:124= 75 25=-75 22) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Incret l-60, Plate Increase=l-60 Uniform Loads (pIQ Verta 1-2=47, 2-6=-53, 6-10=-42,E-27=-20, 27-28=-50, 28-29=-20, 12-29=-50, 1230=-108, 30-31=-78, 10-31=-20 Horz 1-2=-13,2-6=-7,6-10=18 Concentrated Loads (lb) Vert:! 24=-75 25=-75 23) let Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-6=-70, 6-10=-30, 2-12=-20, 12-31=-80, 10-31=-20 Concentrated Loads (lb) Vert; 24= 75 25=-75. 24) 2nd Dead+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-6=-30, 6-10=-70, 2-12=-20, 12-31=-80, 10-31=-20 Concentrated Loads (lb) Vert: 24=-75 25=-75 25) 3rd Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 15=-60, 6-10=-30, 2-27=-20, 27-28=-50, 28-29= 20, 12-29= 50, 12-30=-103, 30-31=-73, 10-31=-20 Concentrated Loads (Ib) Vert: 24=75 25=75 26) 4th Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-30, 6-10=-60, 2-27=-20, 27-28=-50, 28-29=-20, 12-29=-50, 12-30=-103, 30-31=-73, 10-31=-20 Concentrated Loads (lb) Vert: 24=-75 25=-75 Q WAFNWe-Verse deeignperamefen end AE4D NOTES ONn OREUSE Mara BEFrssJhm Is based upon ompon design Is basedonlyuponparameterseeown andbtaran Icorporat bolding component. not and Isf ranJrev-Idual ulding Design ysterto, use only wife Mrel�connectors. must the Iv duals Musty of design parameters ands only. Incorporate ins tleslgn Into the overall a truss system Before use, the building designererevent buckling and permanent bracing tleslgn. &ocing ated ngopndNbualfiuss weband/orand chord bulIs Addflonageneral MiTek' aldIngways; stability dto prevent vent collapse tydamas . For idance re g Me guidance andton and bracing of with parable fabrication, rage,ed delivery, p�o�1I1yLMe4o, pSSdV and lCSl Building Component dhusssysto &see ndpmil Qual damage. Forgen89alguldanceilding CompEastto fete Informational storage, tleMery,rom Truss and bracln9 of 18 N, and truss Mtems se Alexandra Safety Infomrutbrgvolloble from Truss Plata Insilfute, 21B N,.LBe Sheaf, Suite 312. AlBvontltlo. VA 22314, 6904 Parke 3361 Blvd. Tampa, FL 33610 Job Truss - Truss Type - Ply 1492829 T17310795 1 1492829 T13 ]Oly GABLE 1 1 Job Reference o tional Plant City,FL-32566, 8.2.20 a Nov 16201 a Mi i ex industries, Inc. TUB Jun 1114:37 ,,,, r 6.6= Scale=1.74.1 29 28 27 26 25 24 23 22 20 19 18 17 16 14 12 11 3x6 = 3x4 = 21 64 3x8 = 1565 3x4 = 3x6 C axe = 3x6 = LOADING lost) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15:0. Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [nor YES BCDL 10:0 Code FBC2017/rP12014 LUMBER - TOP CHORD 21i4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2z4 SP No.3 CSI. DEFL in (loc) Vdef] Ud PLATES GRIP TC 0.81 Vert(LL) 0.0911-57 >999 240 MT20 244/190 BC 0.60 Vert(CT) -0.18 11-57 >953 180 WB 0.77 Horz(CT) 0.01 10 Na n1a Matrix-MSH Weight: 341 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 11-12,10-11. WEBS 1 Row at midpt 6-18, 7-18, 5-18 REACTIONS. All beadngs 28-10-8 except Gt=length) 10=Mechanical, 13=0-3-8. (lb) - Max Horz 2=184(LC 11) Max Uplift All uplift 100Ib or less atjoints) 2, 26, 28, 29 except 18=-315(LC 13). 23=-211(LC 12), 27=-207(LC 12), 10=-151(LC 13), 14=-243(LC 24), 13=-300(LC 13) Max Grav All reactions 250 Ito or less at joints) 19, 20, 22, 24, 25, 26, 28, 29, 17, 16. 14 except 2=287(LC 23), 18=1058(LC 1). 23=442(LC 23), 27=453(LC 23), 10=572(LC 24), 13=953(LC 24). 2=276(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD '5-6=0/344, 6-7=0/344, 9-10=-764/296 SOT CHORD 11-12=-143/625, 10-11=-143/625. WEBS '6-18=-719/254, 7-12=-301/180, 9-12=-749/402, 9-11=-12/327, 5-23=-368/177, 3-27=-376/179 NOTES- (10) 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Bit; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 3-3-5. Interior(1) 3-3-5 to 21-4-0, Extedor(2) 21-4-0 to 25-7-5, Inteiior(1) 25-7-5 to 42-8-11 zone;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 ANSIRPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pet bottom chard live load nonconcurent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinf(s) 2, 26, 28, 29, 2 except Gt=1b) 18=315, 23=211, 27=207, 10=151, 14=243, 13=300. 10) 'This manufactured product is designed as an individual building component. The suitabilityand use of this component for any particular building is the responsibility of the building designer par ANSI TPI 1 as referenced by the building code." n I� too Thomas A. Mbani PE No.39380 MTak USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Job Truss Truss Type r Oly Ply 1492829 T77310796 1492829 T14 Common 6 1 Job Reference tional Builders Flat Source, Plant City, FL-32556, o.ccvsrvvvmm,omn cn„mu>.�>�.�o........�........, �..... ... .. ID:aFi914SpMBRrFC?mPdllDy NO3.CwdEbbUWdTOgdLa??InFC60BfZhhJhdaVCDCyPz7KGO R Scale=1:26.8. bx6 = 2x4 II 3x4 = 3xB C LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.11 5-7 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.22 5-7 >809 180 BCLL NO Rep Stress Incr VES W B 0.14 Horz(CT) 0.02 4 life r1/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-5-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or10-0-0 oc bracing. WEBS 2x4 SP NO.3 REACTIONS. (Ib/size) 4=652/Mechanical, 2=726/0-8-0 Max Horz 2=70(LC 16) Max Uplift 4=-157(LC 13). 2=-182(LC 12) FORCES. (lb) -IMax. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD '2-3=-948/413, 3-4=-945/429 BOT CHORD 2-5=-2567759, 4-5=-256f759 WEBS 3-5=-41/362 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf•, h=1 Bit; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 7-2-12, Exterior(2) 7-2-12 to 10-2-12, Intedor(1) 10-2-12 to 14-6-3 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at=lb) 4=157, 2=182. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." n �d Thomas A. Albani PE No.39300 MTek USA, Inc. FL Cart 0834 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNING -Wdly deai9epmdmerma antl READ NOTES ON MIS AND INCLUDED WEK REFERANCE PAGE MluMm ft. iBAI*2015 BEFORE USE Design valid for use only wlm Wake connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the burring designer must verify the opplicoblllty of design parameters and properly Incorporate this design Into the overall building design. Brocbg Indicated is to prevent buckling of hdi4duol truss web and/or chord members only. Addiflonol temporary antl permanent bracing Is always requlredfor sfablllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, SeeANM/Ril CualMy CMeda, DSB419 and BC31 Bull Component Safety Infomlalbrgvolloble from Truss Plane Institute, 21 a N. Lee Sheet Sulfa 312, Aloxanditc, VA 22314. ��• WOW 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type OH - Ply 1492829 T77310797 1492829 T15 Common Supported Gable 1 1 Job Reference (optional) 'T k i d I T Jun 11 14.37.34 2019 Page 1 Builders First Source, Plant City, FL- 32566. 8.220 s Nov 16201a MI e n ustna , no. ue I D:aR914SpMBRrFC?mPdl lDyiNO3-g6ACOxVBOmYXEV8CZ?I UxJyW OzA329 WjksylUrz7KG? -1-o-0 7-2-12 14-6-15 1-o-0 7.2-12 7.4.3 Scale=1:25.6 46 = �m 0 3x4 = 13 12 11 10 9 3x4 O 4-6-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 1 fur 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 HoR(CT) 0.00 8 n/a rile BCDL 10.0 Code FBC2017/7PI2014 Matnx-SH Weight: 64lb FT=20% LUMBER- BRACING - TOP CHORD 2rz4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. OTHERS 2x4 SP No.3 REACTIONS. 'All beadngs 14-6-15. (Ib) - Max Horz 2=70(LC 12) Max Uplift All uplift 100 no or less atjoint(s) 8, 2, 12, 10 except 13=112(LC 12). 9=-121(LC 13) Max Grav All reactions 2501b or less at joint(s) 8, 2, 11, 12, 10 except 13=274(LC 1), 9=293(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 7-9=-210/324 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7,-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18fC Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 7-2-12, Comer(3) 7-2-12 to 10-2-12, Extenor(2) 10-2-12 to 14-5-3 zone;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 ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-M 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) 8, 2, 12, 10 except Qt=lb) 13=112, 9=121. 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 669 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 DWAvalidf Verity Ceslgn HEAP NOTEedN7 Wnly Mara shown PAGIsforaJrev.idualb rSBEfcompon This tleslgnBbapli onlyupon parametersshown,and Is for anIndividualbuilding component, not Mne4®g Is base Designvalidtaruse only, MMiTek0con upon meters ��• the designer Incorporate Into the overall atrusssystem; Bebreuse,khebulltling derevent must veinythe applicabilityof onceparametersa building tleslgn, &acing Indicated is beproperly pdesign ngopndNbup rsonweb chordmembersonly. Additigenernal and bracing MiTek' rdingMpermanent B the B always required Injury and properly damage. For general guidance prevent collapse with possible personal al re revert collapse ry and andere e, delivery, ti delivery, erection and bracing of busses and hues systems. systems. BCSI Co Qtbda. D3929 and aC316uIdhp Component Building Safety Tamp Parke Blvd. I forstorage, 9aloH Inlomivlbmvolloble from Muss Plate Institute, 218 N. Lee Sheaf. Suite 312, Alexantlrla, VA 22 14. , Alexandria, VAQuality223 Tampa, FL 33610 3361 Job Truss - Truss Type Oty Ply 1492829 T77310798 I 1492829 T16 Common Girder 1 2 Job Reference (optiona0 Builders First Source, Plant City, FL- 32566, a.eeu s rvov 162018 MiTek Industnes, Inc. Tue Jun 11 14:37:362019 Vag1 10:aF19l4SpMBRrFC?nxPdl lDyIN03-dVINDcWOwOoFUolagOLyOk2hDmiW W VEOBARsYjz7KFZ 1-0- 5-7-9 9.2-5 15-2-0 ervs-iI 1-0-0 5-b9 3.6-12 5-11-11 5.11-11 3-6-12 Scale=1:56.0. 6.00 12 lg I , „ ST1.5xB STP = ST 3.8 11 Exit = 6x8 = 4x6 = ads II 6X8 STP = Sx8 = xB = Bx10 = 5-7.9 9-2-5 15.2.0 27-1-11 24.8-] 3D-4.0 aa.o a.a-to s.nnt Sdt-11 3.612 5-7-9 Plate Offsets(XY)-- [2'0-4-00-1-151 [5.0-4d20-3-0] [5:0-"D-1-121 [10:0-3-11 Edoel [II:0-5-80-1-81 rl3:0-5-00-5-8) [15:0-3-80-3-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (Joe) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.20 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 6.72 Vert(CT) -0.41 13-15 >893 180 BCLL 0.0 Rep Stress Inch NO WB 0.72 Horz(CT) 0.10 10 Na r✓a BCDL 10.0 Code FBC2017/TP@014 Mamx-MSH Weight: 416 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 -Except' 1,5,7-10: 2x4 SP No.1 BOT CHORD 2z8 SP 240OF 2.0E WEBS 2x4 SP No.3'Except" ( 2x4 SP No.2 REACTIONS. (Ib/size) 2=5606/0-8-0, 10=6943/0-8-0 Max Horz 2=134(LC 26) Max Uplift 2=-1393(LC 8), 10= 1663(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 11057/2717, 3-4=-9349/2307, 4-6=-6624/1630, 6-8=-6624/163118-9=-9187/2182, 9-10=-12544/2976 BOT CHORD 2-16=-2469/9848, 15-16=-2469/9848, 13-15=-2029/8325, 12-13=-1802/6175, 11-12=-2591/11198, 10-11=-2591/11198 WEBS 6-13=-1296/5424, 8-13=-2925!/79, 8-12=-550/2562, 9-12=-3793/990, 9-11=-826/3474, 4-13=-3112/920,4-15=-687/2736,3-15=-1911/551, 3-16=-401/1648 NOTES- (9) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 DO. Bottom chords Connected as follows: 21- 2 rows staggered at 0-6-0 Co. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18tt; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); 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 MISS has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=11o) 2=1393, 10=i663. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 632 lb down and 1771b up at 2-1-8, 632 lb down and 177lb up at. 4-1-8, 632 lb down and 177lb up at 6.1-8, 632 Ib down and 177 Ib up at 8-1-8, 632 lb down and 17711a up at 10-1-8, 632 Ib down and 1771b up at 12-1-8, 552 lb down and 171 lb up at 13-11-8, 320 lb down and 75 lb up at 15-11-8, 3201b down and 751b up at 17-11-8, 320lb down and 75 1b up at 19-11-8, 3201b down and 751b up at 21-11-8, 3201b down and 751lb up at 23-11-8, and 19031b dawn and 482 foulest 25-11-8, and 1903 lb down and 48216 up at 27-11-8 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Thomas A Albanl PE No.39366 MiTek USA, Inc. FL Cad 6634 691 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 AWARNING -VentlydeslgnPslmmetem8n✓REIDNOTES ONTNISANDINCLUDED MITEKREFERANCEPAGE/fliisleiNAl4afSREFOREUSE. Design valid for use only with MRek4i1 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 appllcoblllN 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 9 alwoysrequlredfor stablity and to prevent collapse with possible personal Injury and property damage. For general guidonce regarding the fabrication, st mAda'DSBA9 and BCSI Building Component Tampa, Safety lnfoanartiono,dIable from Truss Plate lInstitute, 218 N. Lee Sheet, Sulfa 312, AI ondPrlot, VGA 22314 R. 33610Ntl. Job j Truss Truss Type , r Qty Ply 1492829 T77310798 1492829 T16 Common Girder 1 ^ L Jab Reference (optional) Builders First Source, Plant City, FL-32566, 6x2g s Nov ib zum MIT ek industries. Inc. I us dins 11 rrarde 2019 rage 2 ID:aFi914SpMBRrFC?mPdl lDyiNQ3-dVINDcWOwOoFUolagQLyOk2hDmiW W VEOBARsYz7KFz LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-6=-70, 6-10=-70, 2-10=-20 Concentrated Loads (lb) Vert: 21=-632(F) 22=-632(F) 23=-632(F) 24=-632(F) 25=-632(F) 26=-632(F) 27=-552(F) 28=320(F) 29=-320(F) 30=-320(F) 31=-320(F) 32=320(F) 33=-1903(F) 34=-1903(F) NOTES ONTHbased MarametFFAhown, only withMlTetenendecAp Designyste foruseonly, th MRek®g DesignThis design Is basedonlyuponparametersshown,antl Isfor an only upon and building component not designer a truss system. Before use, the building tl corporct must verity the design parameters and properly Inroional to MIs design Into the overall 6 salve budding of lnd fuss web chord members only. building tlequir Bracing indicated Individual a Additional temporary and permanent bracing MiTek' t prevent co ible p Injury b always required for stability and to prevent collapse with passible personal and properly damage. For general guidance re the and For general ae fa storage; delivery, erection and bracing of trusses and truss s se of systemsCo T CMrrdo, DSO-09 and ERI BUYObp Component and BC Building Tana Parke Ilan, Suite 31 . Aoxa9Tp11 VA 2 Slsbty Inlprriratbmvallabie from Truss Plate InsMNte, 218 N. We Street Suite 312. Alexontlrlo, VA 22 14. Safety 3East 3610Ntl. Tampa, FL 33610 Job Truss Truss Type - r Oty Ply 1492829 T17310799 1492829 T17 Common 3 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, a.zzo s rvov io m,o rvn en nmu+u,eo, ,,,.. , uc w„ , +.....e., ID:aFi9l4SpMBRrFC?mPdllDyiNQ3-5hslRyXlhhw65ylmE6sBZyas3AOBFRbAQgBP4Az7KFy 15-2-0 22-fi-11 30-4-0 1-0.0 7-9-5 7-4-11 7.4-11 7.9-5 4x6 6.00 FIT Scale=1:54.6 13 11 9 3x6 = 2.4 11 3x4 3x8 = 3x4 2x4 11 3x6 = LOADING (psl TCLL 20.0 TCDL 15.0 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 0.83 BC 0.88 We 0.39 MaMx-MSH DEFL. in Vert(LL). 0.13 Vert(CT) -0.31 Horz(CT) 0.10 (too) Well Ud 9-19 >999 240 9-19 >999 180 8 Na n/a PLATES GRIP MT20 244/190 Weight: 1431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-11, 3-11 REACTIONS. (lb/size) 2=1436/0-8-0, 8=1364/0-8-0 Max Horz 2=134(LC 11) Max Uplift 2=-353(LC 12);'8=-328(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-24831941,3-5=-1679/738, 5-7=-16791746, 7-8=-2490/968 BOT CHORD 2-13=-741/2137, 11-13=-741/2137, 9-11=-744/2143, 8-9=-744/2143 WEBS 5-11=-355/931, 7-11=-871/441, 7-9=0/331,3-11=-863/437, 3-13=0/329 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 2-0-6, Interior(1) 2-0-6 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6, Interior(1) 18-2.6 to 30-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3£-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=353, 8=328. 6)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' )g Thomas A Albanl PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Job Truss Truss Type ' ' r Ply 1492829 I T17310800 149.2829 T18. Common �Cfty 1 1 Job Reference (oDtio. Builders First Source, Plant City, FL-32566, 8.220 s Nov 16 2018 Jun 11 14:37:38 2019 6.00 12 46 = Scale=1:54.0 m 16 14 la lu 3x61= 2x4 II 3x4 = 3xB = 3x4 = 2x4 II 3x6 = Plate Offsets (X,Y)-- 12:0-6-0,0-0-61.18:0-6-0,0-0-61 LOADING (pst) SPACING- 2-M C51. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.13 14-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.30 14-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MSH Weight: 145 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1435/0-8-0, 8=1435/0-8-0 Max Horz 2=132(LC 11) Max Uplift 2=-353(LC 12), 8=-353(LC 13) FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD i2-3=-2481/940, 3-5=-1677/737, 57=-1677/737, 7-8=-2481/940 BOT CHORD 2-14=-695/2134, 12-14=-695/2134, 10-12= 714/2134, 8-10=-714/2134 WEBS 5-12=-345/928,7-12=-863/436,7-10=0/329, 3-12=-863/436, 3-14=0/329 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 no pudins. BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing. WEBS 1Row at midpt 7-12.3-12 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=18h; Cat. 11; Exp B; Encl., GCpi=0.18; M,WFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-6, Interior(1) 2-0-6 to 15-2-0, Exterior(2) 15-2-0 to 18-2-6, Interior(1) 18-2-6 to 31-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 pal 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 1001b uplift at joint(s) except Ot=lb) 2=353, 8=353. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Data: June 11,2019 Job Truss - Truss Type r OIY Ply 1492829 T17310801 1492829 T79 Common Supported Gable 1 _ 1 Job Referri are (optional) Builders First Source, Plant City, FL- 32566, 8.220 s Nov 162018 MiTek Industries, Inc. Tue Jun 11 14:37:40 2019 Page1 ID:aFi914SpMBRrFC?=Pdl IDyiNO3-VGY13_Z%_cJhyOcLvGPuAaCYBO EZSgJc6oP4hVz7KFv Mill '-0-9 15-2-0 i 1S 0 H-O-o 15-2-0 +-0.0 Basle =1:53.4 US = 6.00 12 10 Ig 3x4 = 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 3x4 = 30-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 18 rill 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 19 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.20 Hom(CT) 0.01 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Weight: 179 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 30-4-0. (lb) - Max Ho¢ 2=132(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 18 except 33=-111(1 12),20=-110(LC 13) Max Gmv All reactions 250 lb or less at joint(s) 2, 26, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 18 except 33=270(LC 23), 20=270(LC 24) FORCES. Ili ' Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD8-9= 113/320, 9-10=-139/387, 10-11=-139/392, 11-12=-113/324 NOTES- (11) 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; BCOL=3.Opsh h=18fb Cat. II; Exic B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Comer(3) -1-0-0 to 2-0-6, Extedor(2) 2-0-6 to 15-2-0, Comer(3) 15-2-0 to 18-2-6, Exteror(2) 18-2-6 to 31-4-0 zone;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 ANSVTPI 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 Do. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 18 except (jt=lb) 33=111, 20=110. 10) Beveled plate or shim required to provide full bearing surface with muss chord at joint(s) 2, 18. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Alban! PE No.36360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNING- Verify de Ngnpmemerersand READ NOTES ON THOAND INCLUDED MAEKREFERANCERAGEMM1)4]Jrev. I&TUMV15DEFORE USE. Design valid for use onlywlm MmekO connectors. This design Is based only upon parameters shown, antl Is for on Individual building component. not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate MIS 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 staterly and to prevent collapse wtih possible personal Miury and properly damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Cua1Xy CdbdD; DSad9 and eCSI Buldbp Companml 6904 Parke East Blvd. SatisfyNlamialbrpvalloble from Truss Plata Institute, 218 N. Lee Sleet Suite 312, Aiexondrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type -' 't Oty Ply 1492829 T17310802 1492829 T20 Flat Girder 1 2_ Job Reference o tional Builders First Source, Plant Gay, FL-32566, 6.220 b nw 162016"Ai en McUSIMeu, ,"G. ,--,., - •-._-• ID:aFi914SpMBRrFC?nxPdIIDy NO3-zT6GGKaXlwRXaaBYTzw7jolgAnYDBFxILS9dDxa7KFu 3.8-0 7-4-0 3.8-0 3.8-0 Scale=1:13.8 4x6 = 4x6 = 2.4 II 1 2 3 3x4 II ST1.5x8 STP = ST1.5x8 STP = Sx4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.38 Ven(LL) -0.02 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.05 5 >999 180 BCLL 0.0 ' Rep Stress Inor NO We 0.37 Horz(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD GOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Bolsize) 6=1291/0-8-0,4=966/0-8-0 Max Uplift 6=-398(LC 4), 4= 292(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-667/218, 1-2=-2124/646; 2-3=-2124/646, 3-4=-681/223 BOT CHORD 5-6=-92/293 WEBS 1-5=-575/1901, 3-5=-593/1957 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 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 0-9-0 ad. Webs connected as follows: 2x4 - i row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11g) 6=398, 4=292. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 741b down and 25 lb up at 1-0-12, 526 lb down and 192 lb. up at 1-2-8, 73 Ib down and 25 Ito up at 3-0-12, 445 Ito down and 159 lb up at 3-2-8, and 731b down and 25 lb up at 5-0-12, and 445 lb down and 1591b up at 5-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Concentrated, Loads (lb) Vert:'7=-595(F=-70, B=-526) 8=-514(F=-69, B=-445) 9=-514(F=-69, B=-445) Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNING-, Vedfy design pammetemand NEAO NOTES ON TNISAND INCLUDED MREKNEFENANCEPAGEMI474Mnv. faIAiR0159EFONEUSE Design valid for use only with MITI connectors. This design Is based only upon parameters shown, and Is for an Individual bulldIng component, not a huss system'. Before use, the bulldng designer must verity the applicability of tleslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated isto prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always recurred for stability and to prevent collapse with posabie personal Injury and property damage. For general guldoncewgarding the fabrication, storage, deilvery, erection and bracing of trusses and truss Systems seeANSVri Quail Criteria, DSB-89 and NISI Building Component 6904 Parke East Blvd. Safety Infomiatbmvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexantlrla. VA 22314. Tampa, FL 3361 D' 1492829 IV01' 1Valley,,,...1 T77310803 2 2x4 i 0 0 8 3.1-12 2l-d 3x4 = 2x4 = N 6 d Scale =1:7.7 Plate Offsets (X Y)-- f2:0-2-0 Edael LOADING (Pat) SPACING- 2-0-0 CS]. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 9lb FT=20% LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHORD 2X4 SP No,3 REACTIONS. (lb/size) 1=113/3-3-3, 3=113/3-3-3 Max Ho¢ 1=l l (LC l l ) Max Uplift 1=-28(LC 12), 3=-26(LC 13) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-1-12 oc pur ins. BOTCHORD Rigid ceiling directly applied or10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=181t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 OWARWNO'Vedlydeslgnparemetersend REAONOiES ON TNISANOWCLUOEOMNEKNEFERANCEPAGEM674Mmv. 10IN3R015BEFOREUSE Deegn valid for use only with MVea connectors. This design Is based only upon parameters shown, and Is for an IndivI building component, not a truss system, Before use, the building designer must verify the appllcablify of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated Is to prevent buckling of lndMdual truss web and/or chord members only. Addlflorld temporary and permanent bracing Welk' Is always required for stability and to prevent cellulose with possible personal Injury and properly damage. For general guidance regarding me fabrication, storage, calvary, erection and bracing oftrusses and I systems, seeANSVTPII Gualnv CMUIo,DS549 and II I Building Component 6904 Parke East Blvd. Satoly Intomia6dnavalloble from Truss Plate Institute. 218 N. Lee Sheaf, Suite 312, Alexandra VA 22314. Tampa, FL 33510 Job Truss Truss Type r 1 r t Ply 1492829 T17310804 1492829 V02 Valley' �Qty 1 1 Job Reference (optional) Builders First Source, Plant City, FL-32566, a.22u s nov ro mro ,nu en nmwmeq r„c. rue Jun11 1+.0.. ., oe=, ID:aFi914SpMBRrFC7nxPdIIDONO3-RtteUgb9W EZOCjmklhRMG7HvbBwDwrtLvZ6uAINz7KFt 4.0-0 4.0.0 O-S-B 45-0 d 3x4 = 2x4 i 2x4 II 2x4 II Scale=:1:14.5 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - Fi/a 999 BCLL 0.0 Rep Stress Incr YES We 0.07 Hom(CT) 0.00 5 File n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-1-4. (Ib) - Max Horz 1=54(LC 12), Max Uplift All uplift 100lb or less at joint(s) 1, 5, 6, 8, 7 Max Grav All reactions 250 Its or less at joint(s) 1, 5, 8, 7 FORCES. (Ib) - Max Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown NOTES- (7) 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=4.2psh BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; M W FRS (envelope) and C-C Extenor(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-0-0, Exterior(2) 4-0-0 to 5-1-12 zone;C-C for members andiforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 1, 5, 6, 8, 7. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNING VerVydesfgnparemeferaehd REAONOT£S ON MIS AND INCLUDEOMMEKREF£RANGE PAGE M674V3mv. lasts f5 BEFORE USE Deslgn valid for use only wIM MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the butdrig deslgner must verify the cppllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of inc Mdual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent coliopse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delvery, erection and bracing of trusses and truss systems, seeANSVWII CuallryyCre, D6S419 and SCSI Building Component 6904 Parke East Blvd. Sapp voilobie Informatio afrom Truss Pts loInstitute, 218 N. We Street Suite 312. Alexandria VA 2231SM 4. Tampa, FL 33610 Job Truss Truss Type ' 1 City Ply 1492829 T17310805 1492829 V03 valley 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.220 s Nov 16 2018 MITek Industries, Inc. Tue Jun 11 14:37:43 2019 Page 1 ID:aFi914SPMBRrFC?mPdl lDONO3-wrDOh7cnHMFptKwaOzboDg3RbELfD22olekHpz7KFs 7.1-12 e o e-e-8 8.1a4 r "-0 OE�4a 0.1-i2 Sad 0-3-8 Scale=1:20.0 = 8 7 B 2x4' 20 11 2.4 II 01-B 6-B-B T-1-12, r B s o Q4' Plate Offsets (X Y)-- (3:0-2-0 Edgel LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber COIL 1.25 SC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.08 Horz(CT) 0.01 5 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 271b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2X4 SP NO.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-1-4. (Ib) - Max Horz 1=95(LC 12). Max Uplift All uplift 100 lb or less at joint(s) 5, 6,7 except 8=-125(LC 12) Max Gray All reactions 25016 or less at joint(s) 1, 5 except 8=315(LC 1), 7=277(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=236/261 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 3-6-14, Interior(l) 3-6-14 to 6-0-0, Extedor(2) 6-0-0 to 7-1-12 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requireis continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6, 7 except (jt=lb) 8=125. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A Albani PE No.39380 MtTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Dale: June 11,2019 Q WARNWG= treastydesignp4r4mefers.d READNOTES ON MSANDWCLUDWMDEKREFERANCEPAGEM674Mmre.. fa,03VOISBEFORE USE Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and Is for an Individual buading 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 deagn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeANSVTPIl CualBryyy Criteria, V5949 and SCSI Building Component kJomiatlanavollable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandtla VA 22314. ��- MiTek' 6904 Parka East Blvd.Safety Tampa, FL 33610 Job Truss - - - Truss Type ' ` 1 Ply 1492829 T77310806 1492829 VO4, Valley �Gly 1 1 Job Reference (optional) CUllaers mrsl Jource, Flam Ully, 1-1--J2aee, o.<msrvuvmmioaurennmwmw, ID:aFi914SpMBRrFC7nxPdl lDONO3-02nOvLdOlrp6Rlv786UgLOND77bvOgMBi PNHgGz7KFr Scale=1:27.2 4x6 = 3 a b b 3x4 O B 7 6 3x4 C 2x4 11 2x4 11 2x4 11 75-11-8 l} B LOADING (psf) SPACING- 2-M CSI. DEFL in (too) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(-L) n/a - rda 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 HOrz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 58111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-11-0. (lb) - Max Ho¢ 1=60(LC 11) Max Uplift All uplift 100 Ito or less at joint(s) 1, 5, 7 except 6=-163(LC 13), 8= 163(LC 12) Max Gmv All reactions 250111 or less at)oint(s) 1, 5 except 7=302(LC 1), 6=393(LC 24), 8=393(LC 23) FORCES. (lb) -;Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-302/244, 2-B=-302/244 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0, Interior(l) 11-" to 15-4-7 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with anyotherlive loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 5, 7 except Qt=lb) 6=163, 8=163. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A Albani PE No.39360 M117ek USA, Inc, FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 11,2019 AWARNING Nd1vdlnF1r;r..i,1ws4AdREADNOTES ONTNISANDMCLUDEDMITEKFEFENANCEPAGEMtr74TJree1h 0158EFOREUSE Design valid for use only with M6ekor connectors. The 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 opplicablllN of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNltlual truss web and/or chord members only, Additional temporary and permanent bracing M!Tek' Is always required for stability antl to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrlcotlon, storage, delivery, erection and bracing of trusses and truss systems, WeANSVIPII OualXryyy Cdteda. DSB-59 and BCSI Building Component Safety Infomiatbrnvarable from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexontlrlo. VA 22314, 6904 Parke East BIN& Tampa, FL 33610 Job Truss Truss Type ' ' f Oty Ply 1492829 ' T77310807 1492829 V05 Valley 1 1 Job Reference optional) nmluem rim auurw, naur u,y, r uoee, Scale=1:33.7 4x6 = 3 3x4 4 9 8 7 6 3.4 Q 2x4 II 3x4 = 2.4 II 2x4 II LOADING (psQ TOLL 20.0 TCDL 15.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TO 0.37 BC 0.39 WE 0.09 Matdx-SH DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) 0.00 (loc) Udell Ud - Na 999 - n/a 999 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 75lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-11-0. (lb) - Max Horz 1=76(LC 9) Max Uplift All uplift 1001b or less atjoint(s) 1, 5 except 6=-216(LC 13), 9=-216(LC 12) Max Grav All reactions 250 lb or less at joints) 1, 5, 7 except 6=527(LC 24), 9=527(LC.23) FORCES. (lb) -'Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-6= 389/293, 2-9=-389/293 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Bit; Cat. II; Exto B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 3-7-9, Interior(l) 3-7-9 to 10-0-0. Exterior(2) 10-0-0to 13-0-0, Interior(1) 13-0-0 to 19-4,-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beadng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 5 except (jt=lb) 6=216, 9=216. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular buildingis the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." i Thomas A Alban! PE No.39390 Mirek USA, Inc. FL Cart 9934 6904 Parke East Blvd. Tampa FL 33910 Date: June 11,2019 Job - Truss Truss Type ` Oty Ply 1492829 T77310808 1492829 V06 Valley 1 1 Job Reference o tional Builders First Source, Plam City, FL-32566, a.z4us Wovmmro rnuen niuusnca,nw. menu„ ,+.. . oeo ID:a i914SpMBRrFC7nxPdl IDyiNO3-KOv9J1egZS3ggL3VGXW10rSYaoD3sZIUUJsOu8z7KFp Scale=1:40.4 US = a d b 3x4 4 12 11 10 9 8 3x4 5 5x6 = Plate Offsets (X Y)-- f 10:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL). n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES We 0.14 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC20171-RPI2014 Matrix-SH Weight: 961b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2k4 SP No.3 BOT CHORD Rigid ceiling directly applied or10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-11-0. (Ib)- Max Horz 1=93(LC9) Max Uplift All uplift 100lb or less atjoint(s) 1, 7 except 8=-147(LC 13), 9=-158(LC 13), 12=-147(LC 12). 11=-158(LC 12) Max Gmv All reactions 250 lb or less at joint(s) 1, 7 except 10=424(LC 19), 8=365(LC 1), 9=410(LC 20), 12=365(LC 1). 11=407(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 6-8— 273/223, 5-9=-3D4/242, 2-12= 273/223, 3-11=304/242 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 12-0-0, Extenar(2) 12-M to 15-M. Intedor(l) 15-0-0 to 23-4-7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at Joint(s) 1, 7 except at=11b) 8=147, 9=158, 12=147, 11=158. 8) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 QWAFN?NO Verfrydeslgnpammerersand READ NOTES ON MMANDWCLUDEDMREKREF£NANCEPAGEMIF74M.re. fOTYT015eEFOFE USE Design valid for use only with Mnekli, 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 6 to prevent bucldrig of lndivltlual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wire possible personal injury and property damage. For general guidance regarding Me fobrlcoMon, storage, delivery, erection and bracing of busses and truss systems, seeANSVIT ll CualMByy Cmr da, DSB49 and BCSI Buldala Component Nformatbnwolloble from ➢ as Rate Irssfilute. 218 N. We Street Suite 312. Alexandria VA 22314. 6904 Parke East Blvd.Satoh Tampa, FL 33610 Job Truss Truss Type - - S • +1 / Ply 1492829 V07 Valley �Oly 1efence F14829reT77310809 (, Baal Builders First Source, Plant City,FL- 32566, B.- U S NOV lb 2u18 mu ex industries, Inc. Tue dun ii i4:37:47zme Scale=1:46.8. 4x6 = 4 -g 3x4 i 13 12 11 10 9 8 3x4 C 3" = O-R-B 6-0-o so-o-o 18-a0 zz-o-o ze-o-o o-d-e &ts-e 4-ao 1 B-o-D 1 4-ao 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) r✓a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matadi Weight: 116 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ad pudins. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. 7110:2x4 SP No.3 WEBS 2x4 SP Ni OTHERS 2x4 SP No.3 REACTIONS. All bearings 27-11-0. (Ib) - Max Horz 1=-109(LC 10) Max Uplift All uplift 10016 or less at joint(s) 1, 7 except 9— 138(LC 13). 8=-201 13), 12=-138(LC 12). 13=-203(LC 12) Max Gmv All reactions 2501b or less at joint(s) 1, 7 except 11=447(LC 19), 9=362(LC 20). 8=503(LC 1). 12=362(LC 19),13=503(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-9=-273/222, 6-8=-366/274, 3-12=-273/222,2-13=-365/272 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) 0-7-9 to 3-7-9, Intedor(1) 3-7-9 to 14-0-0, Exterior(2) 14-0-0 to 17-0-0, Interior(1) 17-0-0 to 27-4-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) 1, 7 except Qt=lb) 9=138, 8=203, 12=138, 13=203. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Thomas A. Alban! PE No.39360 Iii USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2019 Q WARNINGS-VCrifyd1slgnpa2melerzsndflEADNOTES ONTNISANDNCLUDEDMNEXNEFENANCEPAGEM&7473re.. IGUM0ISBEFONEUSE Design volid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an IndlAdual building component, not a truss system. Before use, the building designer must verity, the applicability of design parameters and properly Incorporate this design Into the overall building design. Bidding lndloated Is to prevent bucNing of Indbltlual truss web and/or chard members oNy. Additional temporary and permanent bracing is always required for stobllity and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems, seeANSVrPil QuallBNy Cdlbdu, DSe419 and BCSI Building Component Sai Informo onarvoiiobie from Truss Fate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MOW 6904 Parke East BNd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 374 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. L L 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 Mirek 20/20 software or upon request. PLATE SIZE Thefirst dimension is The plate width measured perpendicular 4 x 4 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. 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/TP_II:._National Design Specification for Metal Plate Connected Wood Vuss Constriction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Inftsixteenths t scale) IIII (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. unlessexpressly 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. Reviewing pictures alone - is not sufficient, 20. Design assumes manufacture in accordance with ANSI/1Pi 1 Quality Criteria.