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HomeMy WebLinkAboutTRUSSW1 0 MiTek' RE: 1316864 - Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. GGANN FRE-CEIVED D of ll; A%t& -i 0 4 ^ IU Site Information: Customer Info: COLE CONSTRUCTION Lot/Block: . Address: 11820 W MIDWAY RD City: FORT PIERCE S-r i..uce County, Permitting I Project Name: 1316864 Model: Subdivision: . State: FL MiTek USA, Inc. 6699r0�4 Parke East Blvd. TYSON HtSRV6V 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/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 56 individual, dated 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 thi: conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers toles. No. Seal# Truss Name I Date I No. I Seal# Truss Name Date 1 T14116057 1 CJ01 5/22/18 118 1 T14116074 1 P09 I5/22/18 12 1 T14116058 1 CJ02 1 5/22/18 119 1 T14116075 1 P10 1 5/22/18 1 13 1 T14116059 1 CJ03 1 5/22/18 120 1 T1 4116076 I P11 1 5/22/18 14 1 T14116060 1 CJ04 1 5/22/18 121 1 T14116077 1 TO 1 5/22/18 15 1 T14116061 I. CJ05 1 5/22/18 122 I T14116078 I T02 1 5/22/18 16 1 T14116062 1 HJ01 1 5/22/18 123 1 T14116079 1 T03 1 5/22/18 1 17 1 T14116063 1 HJ02 1 5/22/18 124 I T14116080 I T04 1 5/22/18 18 I T14116064 I J01 1 5/22/18 125 1 T1 4116081 1 T05 1 5/22/18 19 I T14116065 I J02 1 5/22/18 126 1 T14116082 1 T06 1 5/22/18 110 1 T141160661 P01 1 5/22/18 127! I T14116083 I T07 1 5/22/18 Ill I T14116067 1 P02 1 5/22/18 1281 1 T1 4116084 1 T08 1 5/22/18 112 1 T14116068 1 P03 1 5/22/18 1291 1 T1 4116085 1 T09 1 5/22/18 113 1 T14116069 1 PO4 1 5/22/18 130, 1 T14116086 1 T10 1 5/22/18 114 1 T14116070 1 P05 1 5/22/18 131 I T14116087 I T11 1 5/22/18 115 1 T14116071 1 P06 1 5/22/18 132 I T14116088 I T12 1 5/22/18 1 16 1 T14116072 1 P07 1 5/22/18 133 I T14116089 I T13 1 5/22/18 1 117 1 T14116073 1 P08 1 5/22/18 134 1 T14116090 1 T13A 1 5/22/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g:, loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. FILE COPY Finn, W wo a Z° 0 0 > m it W a Z ~ m I N LCJL{ w 0: 0 ® a fl it Ln }QZLLNF— FWEwo6UIwo sn-,"Rn0 ZOZZLLZ~w s 0�av�iWr Z WZPLL0Q o in w O�y�V U 0UN00w� o,�F�i7irz LL w�g�=3� °= -2ro o w>>§�aa0 W JWtn= - U0LL U r WW2U o:OpowZo Q U CO 0 0<Z SOwog2p < -2 �i_a k owo �w}5LL�--U�� mZ-�ZIX00-1 vWii?ocM0W oiW '' m E IV •� No 22839 ':P - STATE OF Wafter P. Finn PE No22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 Walter 1 of 2 RE: 1316864 - Site Information: Customer Info: COLE CONSTRUCTION Lot/Block: . Address: 11820 W MIDWAY RD City: FORT PIERCE No. I Seal# I Truss_ Name I Date 35 IT14116091 IT13B 1 5/22/18 1 136 I T14116092 I T14 1 5/22/18 137 I T14116093 I T14A 1 5/22/18 1 138 1 T14116094 1 T14B 1 5/22/18 139 I T14116095 I T17 1 5/22/18 140 I T14116096 I T18 1 5/22/18 141 1 T14116097.1 T19 1 5/22/18 1 142 I T14116098 I T20 1 5/22/18 143 1 T14116099 1 T21 1 5/22/18 144 1 T14116100 1 T22 1 5/22/18 145 I T14116101 I T23 1 5/22/18 146 1 T14116102 1 T24 1 5/22/18 147 I T14116103 I T25 1 5/22/18 1 148 I T1411.6104 I T26 1 5/22/18 149 I T14116105 I T27 1 5/22/18 150 I T14116106 I T28 1 5/22/18 151 I T14116107 I T29 1 5/22/18 152 1 T14116108 1 V01 1 5/22/18 153 1 T14116109 V02 1 5/22/18 154 1 T14116110 V03 1 5/22/18 155 1 T14116111 1 VO4 1 5/22/18 1 156 1 T14116112 1 V05 1 5/22/18 Project Name: 1316864 Model: TYSON RESIDENCE Subdivision: . State: FL 2of2 Job Truss Truss Type , Ow Ply T14116057 1316864 CJoi Jack -Open 10 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MI I eK industries, Inc. 1 ue May 22 13:32:b4 2U7 B Nage 1 I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-QyUS RybxaVEpN EuVm7StVKkYMc2Qe368XXIaiEzDx4d -2-0-0 1-0-0 2-0-0 1-0-0 Scale=1:10.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-39/Mechanical, 2=237/0-8-0, 4=-23/Mechanical Max Horz 2=51(LC 12) Max Uplift 3=-39(LC 1), 2= 105(LC 12), 4� 23(LC 1) Max Gram 3=34(LC 8), 2=237(LC 1), 4=19(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=105. 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 No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: May 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a 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.lndivldual truss web and/or chord members only. Additional temporary and permanent bracing 4 p�!Tek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the FY fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qv Ply T14116058 1316864 CJ02 Jack -Open 8 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 a.n u s Feb i2 2018 Mi I Lk inausuies, Inc. I ue May cc 1 o.uc.o4 401 o rage I I D:fcQdi47_nMfCAXUpD DQ9zhzR9p?-QyUSRybxaV EpNEuVm7StV KkYMc2Je368XXIaiEzDx4d -2-0.0 3-0-0 2-0-0 3-0-0 Scale = 1:15.0 3-0-0 3-0-0 Plate Offsets (X Y)-- 12.0-1-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 3 nia n/a BCDL ,10.0 Code FBC2017/TPI2014 Matfix-MP Weight: 18 Ito FT = 20% LUMBER- BRACING - TOP CHORD . 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 3=56/Mechanical, 2=24410-8-0, 4=20/Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-43(LC 12), 2=-85(LC 12) Max Grav 3=56(LC 1), 2=244(LC 1), 4=42(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 2-11-4 zone;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 ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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 No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a 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 - MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Tampa. FL 33610 Job Truss Truss Type , at; Ply T14116059 1316864 CJ03 Jack -Open 8 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 6.2W s Feb 12 2018 rvu i ec mWISMUs, inc. 1 ue rv0y « 10,0a.UU 10 agG I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-u82rflcaLpMg?OShKq_62YGjSOLaNVM HmBU7EgzDx4c -2-0-0 5-0.0 2-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.02 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=121/Mechanical, 2=305/0-8-0, 4=42/Mechanical Max Horz 2=131(LC 12) Max Uplift 3=-87(LC 12), 2=-93(LC 12) Max Grav 3=121(LC 1), 2=305(LC 1), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. Scale=1:19.9 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all* areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 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." WalterP. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Wffek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14116060 1316864 CJ04 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 u.z1 u s Feb tz zui a MI I en industries, inc. I ue May zz i a:az:oo 20 16 raye i ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-MLcDsedC66UXdY1 tuYVLalpurQjw6yKR?rEhn7zDx4b .2.0.0 2-8-0 3-0-0 2-0-0 2-8-0 0-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 10 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.OQ 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 5 Na nla BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=75/Mechanical, 2=245/0-8-0, 5=6/Mechanical Max Harz 2=91(LC 12) Max Uplift 4=-38(LC 12), 2=-84(LC 12) Max Grav 4=75(LC 1), 2=245(LC 1), 5=12(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:16.0 m 0 0 19 0 6 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 2-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verity The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing •: M!Tek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street, Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type r City Ply T74116061 1316864 CJ05 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13:32:56 2018 Page 1 I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-M LcDsedC66UXdY1 tuYVLalpuAQi96yER?rEhn7zDx4b -2-0-0 2-2-12 2-8-0 5-0-0 2-0-0 2-2-12, 00 N 2-4-0 Scale=1:19.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.04 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.04 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 28 lb FT = 20 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=140/Mechanical, 2=309/0-8-0, 5=27/Mechanical Max Horz 2=131(LC 12) Max Uplift 4=-89(LC 12), 2=-92(LC 12) Max Grav 4=140(LC 1), 2=309(LC 1), 5=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pur ins. 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; MWFRS (envelope) and C-C Extedor(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 4-11-4 zone;C-C formembers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 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." Welter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 10/0=015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addllional temporary and permanent bracing i 7 5'ek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Q1Y Ply T14116062 1316864 HJ01 Diagonal Hip Girder 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 a.zi u s Feb rz za i a ivu r uK muuso iaa, ou:. 1 ue iway « 10.0c. age ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-gXAb3_egtQcOEic4RFOa7zMwigxW rPsaDVzEJZzDx4a 2-9-15 9-10.1 . 2-9-15 9-10-1 Scale = 1:25.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.11 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.23 4-7 >502 .180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a AFT=20% BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 54lb LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=278/Mechanical, 2=450/0-10-15, 4=134/Mechanical Max Horz 2=198(LC 22) Max Uplift 3=-193(LC 8), 2= 219(LC 4) Max Grav 3=278(LC 1), 2=458(LC 35), 4=199(LC 3) FORCES. (lb) -Max. Comp./Max..Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) 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); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 3=193, 2=219. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads,applied to the face of the truss are noted as front (F) or back (B). 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2— 54, 2-8=-14, 3-8=-54, 4-5=-20 Concentrated Loads (lb) Vert: 6=54(F=27, B=27) 7=60(F=30, B=30) 9= 2(F=-1, B= 1) 10= 89(F_ 44, B= 44) 12=2(F=1, B=1) 13=-28(F= 14, B=-14) Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev, 10/03/2015 BEFORE. USE. Design valid for use only with MiTek® connectors. This design Is based oNy upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t Qq( Ply T14116063 1316864 HJ02 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 a.zi u s Feb iz zu1 a iv1ii ak inau5Wes, mc. 1 ue vidy cc 1 o.ac.ao GV 1 o raga I I D:fcQdi47_nMfCAXUpD DQ9zhzR9p?-IjkzH KeSekkFssBG?zXgfAu40EFAarOkS9jnr?zDx4Z -2-9.11 3-3-4 3-8-8 9.10.1 2-9-15 3-3-4 0-5-4 6-1-9 3-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.18 6 >661 240 TCDL 7.0 Lumber DOU 1.25 BC 0.69 Vert(CT) -0.31 6 >377 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(CT) 0.11 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x6 SP No.2- TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=286/Mechanical, 2=483/0-10-15, 5=155/Mechanical Max Horz 2=198(LC 4) Max Uplift 4=-168(LC 8), 2=-217(LC 4), 5=-29(LC 8) Max Grav 4=286(LC 1), 2=489(LC 35), 5=200(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:25.2 PLATES GRIP MT20 244/190 Weight: 56 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (8) 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; MWFRS (envelope); 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=168, 2=217. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-11=-14, 4-11= 54, 6-8= 20, 3-5=-20 Concentrated Loads (lb) Vert: 9=54(F=27, B=27) 10=60(F=30, B=30) 12=-42(F=-21, B=-21) 13=-128(F= 64, B=-64) Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a 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 Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply T14116064 1316864 J01 Jack -Partial 52 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13.32.59 2018 Page 1 I D:fcQdi47_nMfCAXUpDDQgzhzRgp?-mwl LUgf4P1 s6 UOmSZg23CORLHdgJJJLthpSLNRzDx4Y -2-0-0 7-0-0 2-0-0 7-0-0 T 0 T d m ST1.5x8 STP = Scale=1:24.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(ILL) -0.06 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.13 2-4 >610 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 34 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=385/0-8-0, 4=59/Mechanical Max Harz 2=173(LC 12) Max Uplift 3=-126(LC 12), 2=-111(LC 12) Max Grav 3=165(LC 1), 2=385(LC 1), 4=108(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 14' 4, Interior(1) 1-1-4 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 3=126,2=111. 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 No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only Win MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek` Is always required for stability and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty, PIY T14116065 1316864 J02 Jack -Partial 4 . 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2-2-12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 TCDL 7.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 Rep Stress Incr YES WB 0.03 BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 2-6: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=150/Mechanical, 2=379/0-8-0, 5=96/Mechanical Max Horz 2=172(LC 12) Max Uplift 4=-102(LC 12), 2=-105(LC 12), 5=-19(LC 12) Max Grav 4=150(LC 1), 2=379(LC 1), 5=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 6.21U s Feb i22018 Ivii IeK Indusuiets,Ilia. We I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-E6rkiogiAL_z59Lf7Ni eL IJ,nvv Gv I rage I e11Q2mB1vTCuwuzDx4X Scale=1:25.0 DEFL. in (too) I/deft L/d PLATES GRIP Vert(L-) 0.06 6 >999 240 MT20 244/190 Vert(CT) -0.07 6 >999 180 Horz(CT) 0.04 5 n/a n/a Weight: 40 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 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.[[; Exp B; Encl., GCpf=0.18; MW FRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 4=102, 2=105. 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 No.22839 MiTek USA, Inc. FL Cart 6634 69M Parke East Blvd. Tampa FL 33610 Date: May 22,2018 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 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 bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing MITeW Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116066 1316864 P01 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 6.2iu s Feb i2 20 i a ivu r en uiuuburos, uic, 1 ue rviay cc 1 v.vv,v 1 �v v rage I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-i I P6vLhKxf6gjJwrg55XHpW iTRJvnCfA87xRSKzDx4W 2-0-0 22-0-0 24-0-0 2-0-0 20-0-0 2-0-0 6.00 12 3x4 = 10x12 = 13 4 5 6 14 3x4 = 12 11 10 Bx10 = Sx10 = TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. TYPICAL. 3x4 = 7 Scale =1:40.9 a S9 m o o o OO 3x4 = Plate Offsets (X Y)-- (3:0-2-0 0-2-81 (7:0-2-0 0-2-81 (10:0-5-0 0-2-81 (12:0-5-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 70Ib 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. WEBS 2x4 SP No.3 REACTIONS. All bearings 22-0-6. (lb) - Max Horz 2=14(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2,8 except 12=-153(LC 9), 11=-122(LC 8), 10— 153(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=257(LC 1), 12=421(LC 23), 11=346(LC 23), 10=421(LC 24), 8=257(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 347/219, 3-4_ 306/193, 4-5=-306/193, 5-6=-306/193, 6-7=-306/193, 7-8=-347/221 BOT CHORD 2-12=-139/306, 10-11= 139/306, 11-12=-139/306, 8-10=-139/306 WEBS 5-11=-250/193, 4-12=-307/259, 6-10= 307/258 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=18fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-4-3 to 6-2-15, Interior(1) 6-2-15 to 22-0-0, Extedor(2) 22-0-0 to 23-7-13 zone;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) 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.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) Bearing at joint(s) 12, 11, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at Joint(s) 2, 8 except (jt=lb) 12=153, 11=122, 10=153. 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 No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03&015 BEFORE USE. Design valid for use only with MTek(D 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 Bits 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 -MiTei(° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply T14116067 1316864 P02 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 a.nu s Feb iz zui a Mi i ek oruusuies, urc. i ue rvray cc i acoo:vc cv! o raga 1 ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-BVzU7hhziyEgLTV1 Eocmg03sErg5WfrJNnh?_mzDx4V 4-0-0 20-0-0 24-0.0 4-0-0 16-0-0 4-0-0 6.00 FIT 3x4 = 2x4 11 13 3 4 14 1 5 2x4 II 2x4 11 2x4 11 3x4 = 15 6 7 16 3x4\= 12 11 10 3x4 = 5x6 = 2x4 II Scale=1:40.9 24-0-0 Plate Offsets (X Y)-- (3:0-2-0 0-2-81 (7:0-2-0 0-2-81 f11:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.01 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-0-6. (lb) - Max Horz 2=30(LC 11) Max Uplift All uplift 100 lb or less at joints) 2, 8 except 11=-169(LC 8), 12=-142(LC 9), 10=-141(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=462(LC 24), 12=416(LC 23), 10=416(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-342/269, 4-12=-289/239, 6-10=-289/238 NOTES- (9) 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; MW FRS (envelope) and C-C Exterior(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 4-0-0, Exterior(2) 4-0-0 to 23-7-13 zone;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) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except Qt=lb) 11=169, 12=142, 10=141. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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." WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING- VerW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �� a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building, design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��p� T �.B1/aiTe W Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job I Qty Ply T14116068 1316864 P03 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13:33:03 2018 Pagel ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-fhXsK1 ibTGNXyd4DoW7?MEcO6FOmF6zTcRQYXDzDx4U 6.0-0 18-0-0 24-0-0 6-0-0 12-0-0 6-0-0 Scale = 1:40.9 B (10R-2- 4x6 = 2x4 11 4x6 = 13 4 14 3x4 = 10 9 8 3x4 2x4 11 5x6 = 2x4 II 24-0-0 - 24-0-0 Plate Offsets (X,Y)-- j9:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vett(LL) 0.01 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.02 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 81 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-0-6. (lb) - Max Harz 2=46(LC 11) Max Uplift All uplift 100 lb or less at Joint(s) 2, 6 except 9=-185(LC 9), 10= 112(LC 9), 8=-103(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=488(LC 24), 10=411(LC 1), 8=411(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-9— 372/296, 3-1 0=273/230, 5-8=-273/230 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. 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 6-0-0, Exterior(2) 6-0-0 to 22-2-15, Interior(1) 22-2-15 to 23-7-13 zone;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) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 2, 6 except Qt=lb) 9=185, 10=112, 8=103. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev' 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. fits 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. Addiflonal temporary and permanent bracing p�T 'ltlAO'i��• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/tell Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply T14116069 1316864 PO4 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13:33:04 2018 Page 1 I D:fcQdi47_nMfCAXUpDDQ9zhzR9p4-7t5EXNj D EaVOaneOM DeEvR8EAeM r_ZDcg5A63fzDx4T 8-0-0 16-0-0 24-0.0 8-0-0 8-0-0 8-0-0 3x4 = 2x4 11 3x4 = 3x4 = 12 11 10 3x4 2x4 II 5x6 = 2x4 11 Scale=1:40.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.01 9 , n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 8 Wet n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 83 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. All bearings 22-0-6. (lb) - Max Horz 2=63(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 2, 8 except 11=-120(LC 9), 12=-172(LC 12). 10= 169(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=259(LC 23), 11=389(LC 24), 12=398(LC 1), 10=398(LC 1), 8=259(LC 24) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. WEBS 5-11=-273/226, 3-12=-263/298, 7-10= 263/298 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: II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-3 to 34-3, Interior(1) 3-4-3 to 8-0-0, Exterior(2) 8-0-0 to 20-2-15, Interior(1) 20-2-15 to 23-7-13 zone;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) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except Qt=lb) 11=120,12=172,10=169. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10103120r5 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a fnrss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing -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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14116070 1316864 P05 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 "1 0 10-0-0 3x4 = 8.210 s Feb 12 2018 Mi i eK industries, Inc. I ue May 22 13:33:05 2018 rage I I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-b4fdljkr?td FCxDcvx9TSfhOF2f WjOKm3lvfb5zDx45 2x4 11 3x4 = Scale = 1:41.1 3x4 = 12 15 11 16 10 3x4 = 2x4 5x6 = 2x4 I 24-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 9 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 8 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH PLATES GRIP MT20 244/190 Weight: 85 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. All bearings 22-0-6. (lb) - Max Horz 2=-79(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 11, 8 except 12=-209(LC 12), lo=-207(LC 13) Max Grav All reactions 250lb or less at joint(s) except 2=276(LC 1), 11=431(LC 2), 12=443(LC 23), 10=443(LC 24), 8=276(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-261/135, 3-4=-271/263, 4-5= 185/269, 5-6=-185/269, 6-7=-271/264, 7-8= 261/135 WEBS 3-12= 312/326, 7-10=-312/326 NOTES- (9) 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. 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 10-0-0, Exterior(2) 10-0-0 to 14-0-0, Interior(1) 18-0-0 to 23-7-13 zone;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) 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.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 100 lb uplift at joint(s) 2, 11, 8 except Qt=lb) 12=209, 10=207. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify ]he applicab0lty of design parameters and properly Incorporate this design Into file overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WiTek' Is always required for stability and to prevent collapse with possible personal NJury and property damage. For general guidance regarding the fabrication,. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qtg Ply T14116071 1316864 P06 Piggyback 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2u16 MI I eK industries, inc. I ue may 22 13:33:06 zU1 B rage 1 I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-3GD?y3kTmBi6p400Tegi_SDYrSOxSScvl PfC7XzDx4R 12-0-0 24-0-0 12-0-0 12-0-0 6 4x6 = Scale = 1:42.0 3x4 = 10 15 9 16 8 3x4 2x4 11 Sx6 = 2x4 11 24-0-0 24-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.00 7 r1/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.01 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 6 h/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH PLATES GRIP MT20 244/190 Weight: 87 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-0-6. (lb) - Max Harz 2=-95(LC 10) Max Uplift All uplift 100 lb or less at joints) 2, 9, 6 except 10= 243(LC 12), 8=-243(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=508(LC 19), 10=479(LC 23), 8=479(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=-264/103, 3-10=-351/329, 5-8_ 351/329 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. II; Exp B; Encl., GCpj=0.18; MW FRS (envelope) and C-C Extedor(2) 0-4-3 to 3-4-3, Interior(1) 3-4-3 to 12-0-0, Extefior(2) 12-0-0 to 15-0-0 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 fit between the bottom chord and any other members, with BCDL = t O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 6 except Qt=1b) 10=243, 8=243. 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 No12839 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 'MiTek7 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314: Tampa, FL 33610 Job Truss Truss Type City Ply T14116072 1316864 P07 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 10-2-8 10-2-8 8.210 s Feb 122018 Mil eK Industries, Inc. I ue May 22 13:33:0I 2018 Page! I D:fcQdi47_nMfCAXUpD DQ9zhzR9p?-XSnNAP15 W VtzRE N? 1 M BxX4mkeSL_BW n2W 30mg_zDx4Q 9-8 24-0-0 7-0 10-2-8 Scale=1:41.1 3x4 = 2x4 11 3x4 = 3x4 = 12 is 11 16 10 3x4 = 2x4 11 5x6 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 85 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 20 SP No.3 BOT CHORD , Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-0-6. (lb) - Max Horz 2=-81(LC 10) Max Uplift All uplift 100 lb or less at Joint(s) 2, 11, 8 except 12=-213(LC 12), 10— 212(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=272(LC 1), 11=428(LC 2), 12=448(LC 23), 10=448(LC 24), 8=272(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-255/136, 3-4=-268/268, 4-5=-181/275, 5-6= 181/275, 6-7=-268/268, 7-8=-255/136 WEBS 3-12=-317/334, 7-10= 317/334 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. 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 10-2-8, Exterior(2) 10-2-8 to 13-9-8, Interior(1) 18-0-0 to 23-7-13 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) 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.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 100 lb uplift at joint(s) 2, 11, 8 except (jt=lb) 12=213, 10=212. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MO.7473 rev. 10/0312015 BEFORE USE. Design valid for use only wlfh MiTek® connectors. This design Is based only upon parameters shown- and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems; seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116073 1316864 POB Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 5.210 s Feb 12 2018 Mi I ex Industries, Inc. I ue May 22 13:33:08 2016 rage 1 I D:fcQdi47_nMfCAXUpD DQ9zhzR9p?-?f KI NlmjHo?g3OyBb3jA3HJwPGjmwN BCIj8JCQzDx4P 8.2.8 15-9.8 24-0-0 8.2-8 7-7-0 8-2-8 3x4 = 2x4 11 3x4 = 15 5 16 6 Scale = 1:40.9 3x4 — 12 11 10 3x4 2x4 II 5x6 = 2x4 11 24-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.01 9 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH PLATES GRIP MT20 244/190 Weight: 83 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. All bearings 22-0-6. (lb) - Max Horz 2=-64(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 11=-113(LC 9), 12= 175(LC 12), 10= 173(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=263(LC 1), 11=377(LC 24), 12=400(LC 23), 10=400(LC 24), 8=263(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-262/220, 3-12=-267/301, 7-10= 267/301 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. 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 8-2-8, Extedor(2) 8-2-8 to 20-0-7, Interior(1) 20-0-7 to 23-7-13 zone;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) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except Qt=lb) 11=113, 12=175, 10=173. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek® connectors. fits 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 appllcab0ily of design parametersand 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 r��'r�,�" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T14116074 1316864 P09 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 122018 Mi I ex industries, Inc. I ue May 22 1 s:aa:ua 20 i a rage r I D:fcQdi47_nMfCAXU p D D Q9zhzR9p?-Tru7b4nM 267hgYXN BmE PcV r36f3BfgXL_NttkszDx40 6-2-8 17-9.8 24-0-0 6-2-8 11-7-0 6-2-8 Scale = 1:40.9 5x6 = 2x4 11 5x6 = .—F�;T 3 4 15 0 16 3x4 12 11 10 3x4 2x4 11 5x6 = 2x4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.37 BC 0.41 WB 0.08 Matrix-SH DEFL. in Vert(LL) 0.01 Vert(CT) 0.01 Horz(CT) 0.00 (loc) I/defl Ud 9 n/r 120 9 n/r 120 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 81 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 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 22-0-6. (lb) - Max Horz 2=-48(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 11= 176(LC 9), 12=-136(LC 12), 10_ 127(LC 13) Max Grav All reactions 250 Ito or less at Joint(s) 2,8 except 11=473(LC 23), 12=439(LC 1), 10--439(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-355/279, 3-12=-304/278, 7-10— 304/276 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-se6ond gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; 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 6-2-8, Extedor(2) 6-2-8 to 22-0-7, Interior(1) 22-0-7 to 23-7-13 zone;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) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 2, 8 except Qt=lb) 11=176, 12=136, 10=127. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/032015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116075 1316864 P10 Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MI Tek Industries, Inc. I ue May 22 i 3:33:1 u 201 a rage t 1D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-yi SVoQo_pQFYli6aiUle9iOEE3POOHgVD1 dQGJzDx4N 4-2-8 19-9-8 24-0-0 4-2-8 15-7-0 4-2-8 Scale = 1:40.9 3x4 = 6.00 12 2x4 I I 14 2x4 11 2x4 11 3x4 = 15 6 7 16 3x4 = 12 11 10 3x4 2x4 11 5x6 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.01 9 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) ' 0.00 8 n/a n/a BCDL 10.0 Code FBC2017fFPI2014 Matrix-SH Weight: 76 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. All bearings 22-0-6. (lb) - Max Harz 2=32(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2,8 except 11= 169(LC 8), 12=-144(LC 9), 10=-142(LC 8) Max Grav All reactions 250 lb or less at Joint(s) 2, 8 except 11=461(LC 24), 12=421(LC 23), 10=420(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-342/270, 4-12= 293/237, 6-10=-293/237 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124171ph; TCDL=4.2psf; BCDL=3.Opsf; h=1811; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-4-3 to 3-4-3, interior(1) 3-4-3 to 4-2-8, Extedor(2) 4-2-8 to 23-7-13 zone;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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi 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 100 lb uplift at joint(s) 2, 8 except (jt=lb) 11=169, 12=144, 10=142. 8) See Standard Industry. Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMI.7473 rev. 10103ROIS BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply T14116076 1316864 Pit Piggyback 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MI I ek industries, Inc. l ue May 22 r 3:33a r r 2018 rage ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-ODOu?mocaj N PwshmGBGthwxQ5Tk27k8eRhMzplzDx4M 2.2-8 21-9-8 24-0-0 2-2-8 19-7-0 2-2-8 6.00 F12 3x4 = 2x4 11 5x6 = 2x4 II 3 13 4 5 6 14 1 A v 3x4 — 12 11 10 Sx8 = 5x8 = 5x8 = 24.0-0 Scale=1:40.9 3x4 = 7 8 9 cm 14 a O I- 3x4 = Plate Offsets (X Y)-- (3:0-2-0 0-2-81 (5:0-3-0 0-3-01 (7:0-2-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 9 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 71 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 22-0-6. (lb) - Max Harz 2=-15(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 8, 2 except 12= 150(LC 9), 11= 119(LC 8), 10_ 149(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 12=415(LC 23), 11=338(LC 24), 10=415(LC 24), 8=268(LC 1), 2=268(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 362/236, 3-4= 318/214, 4-5— 318/214, 5-6— 318/214, 6-7=-318/214, 7-8=-362/238 BOT CHORD 11-12— 153/318, 10-11=-153/318, 8-10= 153/318, 2-12= 153/318 WEBS 6-10=-301/255, 4-12= 301/255 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=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-4-3 to 6-5-7, Interior(1) 6-5-7 to 21-9-8, Exterior(2) 21-9-8 to 23-7-13 zone;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) 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.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) Bearing at joint(s) 12, 11, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2 except Qt=lb) 12=150, 11=119, 10=149. 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 No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. IOIMO15 BEFORE USE. " Design valid for use only with MITek6 connectors. Thls deslgn 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 applicabilityof deslgn parametersand 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 p�I� `6tl&0T1�k� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecflon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qtg Ply T14116077 1316864 T01 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33666 u.21u s Feb 12 zu16 Nii I ex Industries, Inc. I ue May zz 1 a:a:r1 z zui a Page! I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-uQaGD6pEL1 VGX?Gygvn6E7TZ3t3Os7gogL6XLBzDx4L 2-0-0 7-0-0 12-8-0 18-4-0 25-4-0 27-4-0 , 2-0-0 7-0-0 5-8.0 5-8-0 7-0-0 2-0.0 Scale: 1/4"=1' 3 Special NAILED Sx8 = Special NAILED NAILED 2x4 II NAILED NAILED 5x8 = 3 12 13 4 14 15 5 2x4 II 4x0 — rvrsaeu 3x8 _ rv„acu MM- 2x4 II 4x6 / 4x6 THJA26 NAILED NAILED THJA26 \ 12-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.13 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.21 9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 165 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1866/0-8-0, 6=1866/0-8-0 Max Horz 2=-73(LC 25) Max Uplift 2=-754(LC 8), 6=-754(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3278/1316, 3-4— 3561/1534, 4-5=-3561/1534, 5-6=-3279/1316 BOT CHORD 2-1 1=-1 124/2815, 9-1 1=-1 121/2828, 8-9= 1074/2828, 6-8=-107712815 WEBS 3-11=01534, 3-9=-469/927, 4-9= 712/536, 5-9=-470/926, 5-8=0/534 NOTES- (13) 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); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=754, 6=754. 7) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 7-0-6 from the left end to connect truss(es) to back face of bottom chord. 8) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 18-3-10 from the left end to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 360 lb down and 332 lb up at 7-0-0, and 360 lb down and 332 lb up at 18-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) "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 Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall truss building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -,M!Tek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116077 1316864 T01 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 b.zi u s i-eo T2 Gul a m i i etc industries, Inc. i ue may zz i 3:33: i 3 zu i a r-dye z ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-Mc8eQSgs6Ld799r8Ncl LmLOkpHPdbZ4xv?r4tdzDx4K LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-5= 54, 5-7=-54, 2-6=-20 Concentrated Loads (lb) Vert: 3= 313(B) 5_ 313(B) 11=-144(B) 9=-39(B) 4=-111(B) 8= 144(B) 12=-111(B) 13= 111(B) 14=-111(B) 15=-111(B) 16=-39(B)17_ 39(B) 18=-39(B) 19=-39(B) ® WARNING.' Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10/0"015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �° a truss system. Before use, the building designer must verity 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 : Mi%k` Is always required for stability and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qtlf Ply T14116078 1316864 T02 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13:33:13 2018 Pagel I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-McBeQSgs6Ld799r8NcILmLOki HRTbdrxv?r4tdzDx4K -2-0-0 9-0-0 16-4.0 25-4.0 27-4-0 2-0-0 9-0-0 7-4-0 9-0-0 2-0-0 3 6x8 = Sx8 = 11 12 4x6 = 7x10 = 2x4 ll 4x6 = Scale: 1/4°=l' LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.06 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.12 5-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 158 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-8 REACTIONS. (lb/size) 2=103310-8-0, 5=1033/0-8-0 Max Horz 2=-89(LC 10) Max Uplift 2=-296(LC 12), 5= 296(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1424/723, 3-4=-1167/753, 4-5=-1423/724 BOT CHORD 2-8=-445/1162, 7-8=-471/1167, 5-7=-471/1161 WEBS 3-8=0/332, 4-7=0/332 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=4.2psf; BCDL=3.Opsf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Intedor(1) 1-1-4 to 9-0-0, Exterior(2) 9-0-0 to 20-6-15, Interior(1) 20-6-15 to 27-2-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=296, 5=296. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing c��T��" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply T14116079 1316864 T03 Hip 1 1 Job Reference (optional) buuaers rustoource, i arnpa, ridni airy, riunua JOOoo -2-0-0 5-1-7 1 8- 6.00 12 2x4 14 3 13 2 �1 e ST1.5x8 STP = 4x6 i 8-5-8 I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-goiOeorUtelznJPLxKpaJYZslge4KO147ebeP4zDx4J 16-10-8 1 20-2-9 25.4-0 3-4-0 5x6 = Special Special 5x6 = 5 15 16 6 3x6 11 3x6 11 4 7 12 11 10 3x4 = 4x6 3x4 = 11-0-0 17 Scale = 1:46.6 2x4 i 8 18 9 Ico 16 ST1.5x8 STP = 46 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.53 BC 0.94 WB 0.32 Matrix-SH DEFL. in (loc) Well Ud Vert(LL) 0.29 10-12 >999 240 Vert(CT) -0.48 10-12 >622 180 Horz(CT) 0.05 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 153 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except* TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. 5-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-5 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=1236/0-8-0, 2=1365/0-8-0 Max Horz 2=113(LC 16) Max Uplift 9=-269(LC 13), 2=-328(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 2322/1084, 3-4=-2001/905, 4-5=-1559/753, 5-6=-1615/848, 6-7=-1556/767, 7-8— 2009/937, 8-9=-2344/1113 BOT CHORD 2-12=-898/2033, 10-12=-561/1615, 9-10=-895/2035 WEBS 4-12=-357/863, 7-10= 397/884, 3-12— 533/411, 8-10= 582/447 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. II; Exp B; Encl., GCpj=0.18; MWFRS (envelope) and C-C Extedor(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 11-0-0, Exterior(2) 11-0-0 to 14-4-0, Interlor(1) 18-6-15 to 25-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Qt=lb) 9=269, 2=328. 7) 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 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-6= 54, 6-9= 54, 2-12=-20, 10-12=-80, 9-10= 20 Concentrated Loads (lb) Vert: 15= 75 16= 75 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a 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 NTeIC Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116079 1316864 T03 Hip 1 1 Job Reference (optional) Builders FirstSource, I ampa, Plant r;ily, monaa 3abbb 0.c i U a reu I L 4u 10 1- 1 CA II. .--, II.- i 4o maY .. tj I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-goiOeorUtelznJ PLxKpaJYZslge4K0147ebeP4zDx4J LOAD CASE(S) Standard 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-44, 5-6=-44, 6-9=-44, 2-12= 20, 10-12=-102, 9-10=-20 Concentrated Loads (lb) Vert: 16= 75 16=-75 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-14, 5-6=-14, 6-9=-14, 2-12=-40, 10-12= 84, 9-10=-40 Concentrated Loads (lb) Vert: 15=-75 16= 75 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=95, 2-13=56, 5-13=37, 5-6=52, 6-17=56, 9-17=37, 2-12=-6, 10-12=35, 9-10- 6 Horz: 1-2= 103, 2-13=-65, 5-13=-46, 6-17=65, 9-17=46 Concentrated Loads (lb) Vert: 15=-75 16= 75 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=29, 2-14=37, 5-14=56, 5-6=52, 6-18=37, 9-18=56, 2-12= 6, 10-12=35, 9-10= 6 Harz: 1-2- 37, 2-14= 46, 5-14= 65, 6-18=46, 9-18=65 Concentrated Loads (lb) Vert: 15=-75 16- 75 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=0, 2-5=-36, 5-6=-32, 6-9=-36, 2-12= 20, 10-12=-66, 9-10=-20 Horz: 1-2= 14, 2-5=22, 6-9=-22 Concentrated Loads (lb) Vert: 15= 75 16= 75 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-28, 2-5=-36, 5-6=-32, 6-9= 36, 2-12=-20, 10-12=-66, 9-10= 20 Harz: 1-2=14, 2-5=22, 6-9= 22 Concentrated Loads (lb) Vert: 15= 75 16= 75 8) Dead + 0.6 MW FRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=24, 2-5=5, 5-6=32, 6-9=21, 2-12=-6, 10-12=15, 9-10=-6 Harz: 1-2=-33, 2-5=-13, 6-9=29 Concentrated Loads (lb) Vert: 15=-75 16=-75 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=13, 2-5=21, 5-6=32, 6-9=5, 2-12=6, 10-12=15, 9-10=-6 Harz: 1-2=-21, 2-5=-29, 6-9=13 Concentrated Loads (lb) Vert: 15=-75 16=-75 r 10) Dead + 0.6 MW FRS Wind (Neg. internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-9, 2-5=-18, 5-6=10, 6-9-1, 2-12=-20, 10-12=-54, 9-10=-20 Harz 1-2= 5, 2-5=4, 6-9=13 Concentrated Loads (lb) Vert: 15=-75 16= 75 11) Dead + 0.6 MW FRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-5=-1, 5-6=10, 6-9=-18, 2-12= 20, 10-12=-54, 9-10= 20 Horz: 1-2=-21, 2-5=-13, 6-9- 4 Concentrated Loads (lb) Vert: 15= 75 16=-75 12) Dead + 0.6 MW FRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=24, 2-5=32, 5-6=17, 6-9=17, 2-12=-6, 10-12=15, 9-10=-6 Horz: 1-2=-32, 2-5=-41, 6-9=26 Concentrated Loads (lb) Vert: 15=-75 16=-75 13) Dead + 0.6 MW FRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=9, 2-5=17, 5-6=17, 6-9=32, 2-12=-6, 10-12=15, 9-10=-6 Horz: 1-2=-17, 2-5=-26, 6-9=41 Concentrated Loads (lb) Vert: 15- 75 16=-75 14) Dead + 0.6 MW FRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=24, 2-5=32, 5-6=17, 6-9=17,, 2-12=-6, 10-12=15, 9-10= 6 Horz: 1-2=-32, 2-5= 41, 6-9=26 Concentrated Loads (lb) Vert: 15=-75 16� 75 ® WARNING - Verily des19n parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 10/03i2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trrrss 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 curd permanent bracing T�I� : i T- 9k7 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 trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116079 1316864 T03 Hip 1 , 1 Job Reference (optional) Builders HrstSource, Tampa, Plant city, I-londa 33566 6.21 u s I-eD 12 Zulu MI l eK inausiries, inc. rue may zz 13:33:1 a zui a rage j I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-goiOeorUtelznJ PLxKpaJYZsl ge4KO147ebeP4zDx4J LOAD CASE(S) Standard 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=9, 2-5=17, 5-6=17, 6-9=32, 2-12= 6, 10-12=15, 9-10=-6 Horz: 1-2=-17, 2-5=-26, 6-9=41 Concentrated Loads (lb) Vert: 15=-75 16=-75 16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18, 2-5=10, 5-6= 5, 6-9= 5, 2-12= 20, 10-12_ 54, 9-10=-20 Harz: 1-2=-32, 2-5=-24, 6=9=9 Concentrated Loads (lb) Vert: 15= 75 16= 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=3, 2-5=-5, 5-6=-5, 6-9=10, 2-12= 20, 10-12=-54, 9-10= 20 Harz: 1-2= 17, 2-5= 9, 6-9=24 Concentrated Loads (lb) Vert: 15=-75 16= 75 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5- 14, 5-6=-14, 6-9= 14, 2-12= 20, 10-12=-88, 9-10= 20 Concentrated Loads (lb) Vert: 15= 75 16=-75 19) Dead + 0.75 Roof 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= 41, 2-5= 47, 5-6_ 26, 6-9=-35, 2-12=-20, 10-12- 107, 9-10= 20 Horz: 1-2= 3, 2-5=3, 6-9=9 Concentrated Loads (lb) Vert: 15_ 75 16=-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=1.60 Uniform Loads (plf) Vert: 1-2=-28, 2-5=-35, 5-6=-26, 6-9=-47, 2-12= 20, 10-12=-107, 9-10=-20 Harz: 1-2_ 16, 2-5=-9, 6-9= 3 Concentrated Loads (lb) Vert: 15=-75 16=-75 21) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-20, 2-5=-26, 5-6= 37, 6-9=-37, 2-12= 20, 10-12==107, 9-10=-20 Harz: 1-2=-24, 2-5=-18, 6-9=7 Concentrated Loads (lb) Vert: 15=-75 16=-75 22) Dead + 0.75 Roof Live (bal.) + 0.75-Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-5=-37, 5-6=-37, 6-9=-26, 2-12=-20, 10-12=-107, 9-10= 20 Harz: 1-2= 13, 2-5=-7, 6-9=18 Concentrated Loads (Ib) Vert: 15=-75 16=-75 23) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-6=-54, 6-9=-14, 2-12=-20, 10-12= 80, 9-10= 20 Concentrated Loads (lb) Vert: 15=-75 16=-75 24) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-14, 5-6=-54, 6-9- 54, 2-12= 20, 10-12=-80, 9-10=-20 Concentrated Loads (lb) Vert: 15= 75 16= 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: 1-5=-44, 5-6=-44, 6-9= 14, 2-12= 20, 10-12_ 102, 9-10- 20 Concentrated Loads (lb) Vert: 15= 75 16=-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: 1-5=-14, 5-6=-44, 6-9=-44, 2-12=20, 10-12=-102, 9-10=-20 Concentrated Loads (lb) Vert: 15_ 75 16=-75 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a 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 MOW Is always required for slabllity and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/11311 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T14116080 1316864 T04 Common 5 1 Job Reference (optional) tsuiiaers rirsioource, 1 anipa, runt �uy, rive rva ovvov ,� �- •••--, •• -. - -- '----"- - •- ' ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-I?FOr8r6eytgOT_XV1 Lpsm5xJ4_J3PVEMIKByWzDx41 2-0-0 5-1-7 8-5-8 12-8-0 16-10-8 20.2-9 25-4-0 2-0-0 5-1-7 3-4-1 4-2-8 4-2-8 3-4-1 5-1-7 4x6 = Special 6.00 12 7 4x6 = 17 6 2x4 11 16 5x6 � 5 4 2x4 3 15 2 Fr ST1.5x8 STP = 4x6 i 14 13 3x4 = 4x6 = Scale=1:46.3 Special 18 46 = 8 19 2x4 II 9 2x4 10 20 11 m Io 12 3x4 = ST1.5x8 STP = 4x6 LOADING (psf) TCLL 20.0 TCD). 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.90 BC 0.94 WB 0.63 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.26 12-14 >999 240 -0.45 12-14 >665 180 0.05 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 11=1235/0-8-0, 2=1366/0-8-0 Max Horz 2=125(LC 12) Max Uplift 11=-382(LC 13), 2= 439(LC 12) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 2308/1240, 3-5=-2042/1128, 5-6= 1638/1007, 6-7=-259/660, 7-8=-250/665, 8-9=-1634/1025, 9-10— 2042/1166, 10-11= 2337/1301 BOT CHORD 2-14=-1015/2056, 12-14=-795/1737, 11-12=-1057/2013 WEBS 5-14= 290/781, 9-12=-335/802, 3-14=-436/269, 10-12=-477/321, 6-8=-2406/1393 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., GCpj=0.18; MWFRS (envelope) and C-C Extedor(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 12-8-0, Exterior(2) 12-8-0 to 15-8-0 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 chord live toad 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 = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=382, 2=439. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 51 lb up at 11-8-0, and 75 lb down and 51 lb up at 13-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-54, 7-11= 54,.2-14=-20, 12-14= 80, 11-12=-20 Concentrated Loads (lb) Vert: 17=-75 18=-75 Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a 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 : MiTel( Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type r atil Ply T14116081 1316864 T05 Common Girder 1 n L Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13.33.17 2018 Page 1 I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-ENN9GgtNAZ7YenBwcSNHxBBPtuhIXEQXgcplOPzDx4G -2-0-0 7-4-9 12.8-0 17-11-6 21-0-5 2V 2-0-0 7-4-9 5-3-7 5.3.6 33 0-15 4-3-11 5x6 11 6.00 12 P= 3x8 II LUJZ6 10x16MT20HS= Luaco LUJcoxB II LUS26 5x12 = Sx12 = HHUS26-2 LUS26 LUS26 LUS26 7-4-9 1 12-8.0 , 17-11-6 Scale=1:49.8 m Io LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.44 BC 0.88 WB 0.92 Matrix-SH DEFL. in Vert(LL) -0.20 Vert(CT) -0.37 Horz(CT) 0.11 (loc) Well Ud 7-8 >999 240 7-8 >798 180 7 We n/a PLATES MT20 MT20HS Weight: 335lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 `Except` 5-9: 2x4 SP No.2 REACTIONS. (lb/size) 7=8195/0-8-0, 2=6460/0-8-0 Max Harz 2=125(LC 31) Max Uplift 7=-2688(LC 9), 2=-2399(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13053/4819, 3-5=-9571/3421, 5-6� 9619/3430, 6-7=-13904/4646 BOT CHORD 2-10_ 4255/11422, 9-10= 4255/11422, 8-9— 4041/12290, 7-8=-4041/12290 WEBS 3-10� 1611/3647, 3-9=-3533/1620, 5-9=-2897/8163, 6-9=-4601/1473, 6-8=-1245/4424 NOTES- (13) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-6-0 oc, Except member 9-3 2x4 - 1 row at 0-9-0 oc, member 9-5 2x4 - 1 row at 0-9-0 oc, member 9-6 2x4 - 1 row at 0-9-0 oc, member 6-8 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=4.2psf; BCDL=3.Opsf; h=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load 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 100 lb uplift at joint(s) except Qt=fb) 7=2688, 2=2399. 9) Use Simpson Strong -Tie HHUS26-2 (14-1 Od Girder, 4-1 Od Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to front face of bottom chord. 10) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 11-0-12 to connect truss(es) to front face of bottom chord. Walter P. Finn PE No.22839 11) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent spaced at 2-0-0 oc max. starting at 13-0-12 MiTek USA, Inc. Fl. Cart 6634 from the left end to 23-0-12 to connect truss(es) to front face of bottom chord. 6904Parke East Blvd.Tampa FL 33610 12) Fill all nail holes where hanger is in contact with lumber. Date: 13) "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." May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. ' Design. valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �QT��` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r atjt Ply T14116081 1316864 T05 Common Girder 1 n G Job Reference (optional) Builders I-irst5ource, I ampa, runt r;lry, t-ionaa aaben a.L I V rBu iL GV 1 O IVII I GA II IUUJII ItlJ, 11 W. I utl IYIQY GG Imo. . I , I I Qdv I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-ENN9GgtNAZ7Yen8wcSNHxBBPtuhIXEQXgcplOPzDx4G LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-7=-54, 2-7= 20 Concentrated Loads (Ib) Vert: 10= 2548(F) 11=-1194(F) 12=-1192(F) 13=-1216(F) 14=-1283(F) 15— 1288(F) 16=-1329(F) 17=-1329(F) 18=-1329(F) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/0=0I5 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing :.M!Tek• 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 trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116082 1316864 T06 Half Hip Girder 1 2 Job Reference (optional) tsunaers t-irsrz5ource, i ampa, 2-0.0 7-0-0 darn L111y, r-ronaa aa0oo 14.4.0 21-11-7 o.c —. — — a.. � w�� �.1- ... .1— 1 ­Y I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-XklokDymWjOZ_sAGXQ?wjfzXdi8ggPyZRC09mVzDx49 29.5-2 36-10-14 44-4-9 52-0-0 2-0-0 7-0-0 7-4-0 7-7-7 7-5-11 7-5-11 7-5-11 7-7-7 Scale = 1:91.9 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED NAILED 5x12 = NAILED NAILED 4x6 = NAILED NAILED NAILED 6x8 — 2x4 II 4x6 = 2x4 11 5x8 = 2x4 11 5x8 = NAILED NAILED 6.00 12 NAILED NAILED, NAILED NAILED 3 22 23 24 4 25 26 : 27 285 6 29 30 7 31 32 33 34 8 9 35 36 10 3738 39 4011 1 0 0 41 4L 4:5 44 ry 4, 40 41 40 — — .1 - .c — — ..0 .Y — — .. — — — 4x6 = 2x4 11 NAILED ST1.5x8 STP= NAILED 2x4 II NAILED 5x8 = NAILED 2x4 II 4x6 = 5x112 = NAILED 3x8 II THJA26 NAILED 4x6 = NAILED 4x6 = NAILED NAILED NAILED NAILED NAILED NAILED 8x12 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7-0-0 4-4-0 21-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.26 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.40 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 714 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD . Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x6 SP No.2 1 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-20: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 5-20 REACTIONS. (lb/size) 12=2568/Mechanical, 2=-119/0-8-0, 20=5670/0-8-0 Max Horz 2=175(LC 23) Max Uplift 12= 1165(LC 5), 2=-321(LC 23), 20= 2598(LC 5) Max Grav 12=2568(LC 1), 2=357(LC 6), 20=5670(LC 1) FORCES: (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-628/1104, 3-4=-1864/4056, 4-5=-1863/4055, 5-7=-5017/2315, 7-8— 5017/2315, 8-10= 4277/1970, 10-11= 4277/1970, 11-12— 2378/1176 BOT CHORD 2-21=-900/517, 20-21= 886/520, 18-20=-767/1656, 16-18= 767/1656, 15-16= 2702/5853, 13-15=-2702/5853 WEBS 3-21=0/579, 3-20= 3523/1567, 4-20— 954/647, 5-20= 6308/2905, 5-18=01570, 5-16=1717/3726, 7-16=-808/559, 8-16=-927/429, 8-15=0/592, 8-13= 1748/811, 10-13=-855/599, 11-13=-2147/4661 NOTES- (13) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered 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. 11; Exp B; Encl., GCpi=0.18; MWFRS (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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 12=1185, 2=321, 20=2598. 9) Use Simpson Strong -Tie THJA26 (THJA26 on.2 ply, Right Hand Hip) or equivalent at 7-0-6 from the left end to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 307 lb down and 321 lb up at Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 rd. The design/selection of such connection device(s) is the res onsibilit o1 others. ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only uponparametersshown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verity the applicab➢ity 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 i'd'W Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116082 1316864 T06 Half Hip Girder 1 �f 2 Job Reference (optional) Builders FirstSource, l-ampa, Hlant Glty, Flonaa 33bb(i 13) "This manufactured product is designed as an individual building component. the building designer per ANSI TPI 1. as referenced by the building code." n.Llas ruu ie evID IVII I tlK I I IUubulvJ, I I IV. —IVI6y G4 Iv.v —avly rayvc I D:fcQdi47_nMfCAXUpD DQ9zhzR9p?-XklokDymWjOZ_sAGXQ?wjfzXdi8gg PyZRC09mVzDx49 The suitability and use of this component for any particular building is the responsibility of LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-11=-54, 2-12=-20 Concentrated Loads (lb) Vert: 3=-307(B) 6=-105(B) 21=-168(B) 15=-.63(B) 8= 105(B) 9=-105(B) 22— 105(B) 23_ 105(B) 24= 105(B) 25=-105(B) 26� 105(B) 27=-105(B) 28= 105(B) 29— 105(B) 30=-105(B) 31=-105(B) 32=-105(B) 33= 105(B) 34=-105(B) 35=-105(B)36=-105(B) 37=-105(B) 38=-105(B) 39=-105(B)40=-111(B) 41=-63(B) 42=-63(B)43= 63(B) 44=-63(B)45=-63(B) 46= 63(B) 47=-63(B) 48=-63(B)49= 63(B) 50— 63(B) 51=-63(B) 52=-63(B) 53— 63(B) 54=-63(B) 55- 63(B) 56=-63(B) 57=-63(B) 58=-63(B)59=-63(B) 60— 63(B) 61=-65(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfiEK REFERANCE PAGEMIF7473 rev. 10/012015 BEFORE USE. Design valid for use only with MlTek(b connectors. This design Is based only upon parameters shown, and Is for an individual building component not �' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p�A i iT e W Is always required for stability 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, seeANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116083 1316864 T07 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13:33:25 2018 Pagel ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-?wsAxZzOH1 BQb?IS47W9FtW ml6UbPrcifsijll¢Dx48 2-0-0 9-0-0 14-4.0 25-1-6 35-9-1 46-4-11 __ 52-0-0 J 2-0-0 9-0-0 5-4-0 10-9-6 10-7-10 10-7-10 5-7-5 Scale=1:91.9 6x6 = 5x8 = 3x4 II 6.00 12 3 22 4 5 6 7 8 9 23 10 I 16 10 14 13 le ST1.5x8 STP = 3x6 II 6x8 = 9-0-0 14-4-0 19-9-9 30-5-3 41-0-14 52-0-0 9-0 0 5-4-0 5-5-9 10 7-10 10-7-10 10-11-2 Plate Offsets (X,Y)-- (11:Edge,0-4-01, f18:0-4-8,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.12 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Verl(CT) -0.26 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.04 11 n/a We BCDL 10.0 Code FBC2017fFP12014 Matrix-SH Weight: 349 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc puriins, BOT CHORD 2x6 SIP No.2 except end verticals. WEBS 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-16, 9-11 REACTIONS. (lb/size), 11=1214/Mechanical, 2=180/0-8-0, 18=2539/0-8-0 Max Harz 2=215(LC 12) Max Uplift 11= 434(LC 8), 2= 128(LC 12), 18=-890(LC 9) Max Grav 11=1214(LC 1), 2=248(LC 19), 18=2539(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-352/633, 3-4=-269/487, 6-7=-1954/920, 7-9— 1894/878 BOT CHORD 2-19=-468/262, 18-19=-1313/608, 16-18=-1313/608, 14-16=-748/1393, 12-14=1164/2264, 11-12— 676/1254 WEBS 3-19= 554/425, 4-19= 616/1102, 4-18=-2440/1313, 4-16=-845/1908, 6-16= 1639/934, 6-14=-2267757, 7-14=-410/322, 7-12=-489/381, 9-12= 269/851, 9-11=-1617/883 NOTES- (8) 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 4x6 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt=lb) 11=434, 2=128, 18=890. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a 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 . 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 and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116084 1316864 TOB Half Hip 1 1 Job Reference (optional) buuaers 1"lrsr5ource, 1 ampa, 2-0-0 11-0-0 2-0.0 11.0-0 6.00 l 12 co 0 runt kIrry, rronua 3a000 14-4-0 6x8 = 3 4 P2 5 6 O.G I U J rCU I G vial cc , U I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-U6QZ9v_O2KGHD9Keer1 Oo42vj W gM8J3ruW VGrN 35-9-1 46-4-11 52-0-0_ 10-7-10 10-7-10 5 -7-5 7 8 Scale = 1:91.9 3x4 11 9 23 10 L4 1/ 10 c. 10 IU 14 cr co 1 2x4 II ST1.5x8STP= 6x8 6x8 = 41-0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.12 11-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.24 11-12 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.96 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 11=1212/Mechanical, 2=177/0-8-0, 18=2544/0-8-0 Max Harz 2=256(LC 12) Max Uplift 11=-436(LC 8), 2=-120(LC 12), 18=-882(LC 9) Max Grav 11=1212(LC 1), 2=235(LC 19), 18=2544(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 443/775, 3-4� 507/1101, 6-7=-1601/756, 7-9=-1554/721 BOT CHORD 2-19=-572/283, 18-19=-579/281, 16-18=-1100/506, 14-16=-617/1141, 12-14=-955/1857, 11-12=-556/1029 WEBS 3-19= 11/406, 3-18=-1044/589, 4-18=-1662/8911 4-16=-767/1740, 6-16=-1483/845, 6-14=-204/724, 7-14=-371/290, 7-12=-438/344, 9-12=-244/818, 9-11=-1456/795 PLATES GRIP MT20 244/190 Weight: 360 lb FT = 20% Structural wood sheathing directly applied or 5-4-1 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-16, 9-11 r NOTES- (8) 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 4x6 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 11=436, 2=120, 18=882. 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 Date: May 22,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 ' 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 and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type r Q(y Ply T14116085 1316864 T09 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 122018 MITek Industries, Inc. I ue May 22 13:33:27 2018 Hage 1 I D:fcQdi47_nMfCAXUpD DQgzhzRgp?-yi_xME?epe07rJvrCYYdLib4l wgutrM?7AEgNgzDx46 2-0-0 5-11-12 13-0-0 14-4- 25-11-13 37-5-15 49-0-0 52-0-0 2-0-0 5-11-12 7-0-4 4- iT-7-13 11-6-1 11-6-1 3-0-0 6.00 FIT 6x8 = 6x8 = 5x6 = 6x8 = 5 6 24 7 8 910 25 11 Scale = 1:91.9 3x4 11 2 ST1.5x8 STP = 6x8 = 6x8 = 20-2-13 31-8-14 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.59 BC 0.63 WB 0.64 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Lld -0.14 14-16 >999 240 -0.27 16-18 >999 180 0.02 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 380 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 6-20, 11-13, 8-18, 6-18, 10-16, 10-14 REACTIONS. (lb/size) 2=17310-8-0, 20=2540/0-8-0, 13=1 221 /Mechanical Max Horz 2=260(LC 12) Max Uplift 2= 157(LC 24), 20=-860(LC 9), 13=-411(LC 8) Max Grav 2=186(LC 19), 20=2569(LC 2), 13=1264(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-331/616, 3-5_ 314/672, 5-6=-378/906, 6-8=-303/140, 8-10= 1558/751, 10-11=-1218/617 BOT CHORD 2-21=-519/260, 20-21=-801/410, 18-20=-866/449, 16-18=-565/1166, 14-16=-821/1624, 13-14=-285/516 WEBS 5-21=-302/552, 5-20=-641/364, 6-20=-1880/1069, 3-21= 356/352, 11-13=-1277l713, 8-18= 1357/798, 6-18=-718/1669, 8-16= 154/630, 10-14=-696/455, 11-14=-366/1071 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, interior(1) 1-1-4 to 13-0-0, Exterior(2) 13-0-0 to 51-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.O,psf bottom chord live load nonconcurrent with any other five 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 100 lb uplift at Joint(s) except gt=lb) 2=157, 20=860, 13=411. 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 No22839 Il USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. ,Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��pI�'Ar��• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9tl@ fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T74116086 1316864 T10 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.ziu s Feb 1z zui 6 Mi i ek mausmes, Inc. i ue May zz r3:33:28 20 ra rage i I D:fcQdi47_nMfCAXUpDDQgzhzR9p?-QVYJaaOGayW_STU 1 mG4stV8GkKVXcl28Lq_NvGzDx45 2-0-0 6-8-12 15-0-0 25-3-6 36-1-11 47-0-0 52-0.0 2-0-0' 6-8-12 8-3-4 10-3-6 10-10-5 10-10-5 5-0-0 Scale = 1:93.6 6.00 12 6x8 = 5 6 23 7 8 9 24 10 25 26 2x4 11 ST1.5x8 STP = 6x8 = 6x8 = 30-8.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fFP12014 CSI. TC 0.53 BC 0.61 WB 0.61 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) In (loc) I/defl Lid -0.14 15-17 >999. 240 -0.26 15-17 >999 180 0.03 12 rt/a n/a PLATES GRIP MT20 2441190 Weight: 380lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD - Structural wood sheathing directly applied or 5-6-9 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-19, 3-19, 5-17, 10-12, 7-17, 9-15, 9-13 REACTIONS. (lb/size) 2=343/0-8-0, 12=1274/Mechanical, 19=2316/0-8-0 Max Horz 2=275(LC 12) Max Uplift 2=-105(LC 12), 12= 421(LC 8), 19=-732(LC 9) Max Grav 2=348(LC 23), 12=1367(LC 26), 19=2347(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-164/257, 3-5= 357/713, 5-6=-534/353, 6-7=-488/280, 7-9=-15401783, 9-10=-1323/691 BOT CHORD 17-19=-571/311, 15-17=-549/1189, 13-15=-758/1613, 12-13=-370/750 WEBS 5-1 9=-1 952/1110, 3-20=0/302, 3-19=-616/388, 5-17=-664/1594, 10-12=-1352/681, 7-17=-1239/728, 715=) 162/632, 9-13=-573/377, 10-13=-289/984 NOTES- (9) 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 15-0-0, Exterior(2) 15-0-0 to 51-2-15, Interior(1) 51-2-15 to 51-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding"100 lb uplift at joint(s) except 0t=lb) 2=105, 12=421, 19=732. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MI1ek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component• not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3T2, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116087 1316864 T11 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13:33:29 2018 Page 1 I D:fcQdi47_nMfCAXUpD DQ9zhzR9p?-uh6hnwOvLFer4d3DJzb5QjgO6jgDLkulaUjwRizDx44 2.0-0 6-8-13 14-4-0 17.0.0 28-1-0 39-2-0 45-0.0 52-0.0 2-0-0 6-8-13 7-7-3 2-8-0 11-1-0 11-1-0 5-10-0 7-0-0 6x8 = 6.00 12 — 11 6 23 6x8 = 24 10 Scale = 1:93.6 2x4 11 ST1.5x8 STP = 5x8 = 3x8 11 6x8 = 6-8-13 14-4-0 17-0-0 22-6-8 33-7-8 45-0-0 52-0-0 6 8-13 7-7-3 2-8-0 5-6-8 11-1-0 11-4-8 7-0-0 Plate Offsets (X Y)-- (19:0-1-12 0-4.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.15 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.25 13-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 399 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-19, 3-19, 6-17, 7-17, 9-13 REACTIONS. (lb/size) 12=1289/Mechanical, 19=2263/0-8-0, 2=381/0-8-0 Max Horz 2=289(LC 12) Max Uplift 12=-397(LC 8), 19=-700(LC 9), 2= 11 O(LC 12) Max Grav 12=1312(LC 26), 19=2287(LC 2),.2=388(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5— 319/613, 5-6— 142/547, 6-7= 8161456, 7-9=-1459/775, 9-10=-931/602, 10-11=-1089/564, 11-12=-1281/692 BOT CHORD 15-17= 589/1313, 13-15= 610/1324 WEBS 10-13=-50/289, 11-13=-486/1137, 5-19=-291/331, 6-19=-1681/818, 3-20=01291, 3-19=-615/376, 6-17=-533/1335, 7-17=-974/609, 7-15=0/326, 9-15=0/283, 9-13=-731/389 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=4.2ps1; BCDL=3.0psf; h=18ft Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 17-0-0, Exterior(2) 17-0-0 to 49-2-15, Interior(1) 49-2-15 to 51-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=397, 19=700, 2=110. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 114I1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Wi'%k' Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type at Ply T14116088 1316864 T12 Hip 4 1 , Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MITek industries, Inc. Tue May 22 13:33:31 2018 Page 1 ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-g4DSCc29ttuZJwDcROdZV8mgOXWTpZ5b2oC1WbzDx42 2-0-0 6-8-12 14-4-0 19-0-0 31-0-0 43-0-0 47-4-4 52-0-0 2-0-0 6-8-12 7-7-3 4-8-0 12-0-0 12-0-0 4-4-4 4-7-12 6x8 = 6.00 12 22 7x10 = 6x8 = 23, 8 Scale = 1:93.6 T T 10 2x4 11 ST1.5x8 STP = 3x8 11 6x8 = 19-0-0 52-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017[TP12014 CSI. TC 0.91 BC 0.66 WB 0.97 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Lid -0.20 13-15 >999 240 -0.35 13-15 >999 180 0.03 10 - . n/a n/a PLATES GRIP MT20 244/190 Weight: 408 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puriins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-18 9-1-12 oc bracing: 13-15. WEBS 1 Row at midpt 3-18, 5-18, 6-16, 9-11, 8-11, 7-15, 7-13 REACTIONS. (lb/size) 2=536/0-8-0, 18=2051/0-8-0, 10=1346/Mechanical Max Horz 2=304(LC 12) ' Max Uplift 2= 142(LC 12), 18=-598(LC 9), 10=-387(LC 8) Max Grav 2=542(LC 23), 18=2084(LC 2), 10=1352(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 521/76, 3-5=-131/279, 5-6= 639/432, 6-7=-1087/645, 7-8=-1325/784, 8-9=-1233/654, 9-1 0=-1 268/729 BOT CHORD 2-19=-239/397, 18-19— 239/397, 15-16=-198/524, 13-15_ 651/1390, 11-13= 462/1026 WEBS 3-19=0/291, 3-18=-608/360, 5-18=-1647/965, 5-16=-556/1245, 6-16=-941/490, 9-11= 515/1162, 8-11= 405/304, 6-15=-405/1046, 7-15= 666/473, 7-13= 265/225, 8-13=-162/597 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=3.0psf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 19-0-0, Exterior(2) 19-0-0 W 47-2-15, Interior(1) 47-2-15 to 51-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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.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.Opst. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 6t=1b) 2=142, 18=598, 10=387. 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." Welter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Elie overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeIC is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T14116089 1316864 T13 Piggyback Base 3 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.21u s Feb 122u18 MI I ex industries, Inc. I ue May 22 w:oa:oz 40Io rdye I ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-IGngQy3neAOQx4no?68o2LIyYxv7YOUkGSya21zDx41 r2-0-q 6-8-12 14.4-0 19-0-0 26-7-3 38-2-6 , 43-0-0 , 51-8-0 , 62-0-0 64.0-Q 2-0-0 6-8-12 7-7-4 4-8-0 9-7-3 9-7-3 4-9-10 8-8-0 10-4-0 0-0 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. 6.00 12 6x8 = TYPICAL. 25 ST1.5x8 STP = 22 21 — `J 2x4 I I ST1.5x8 STP = 7x10 = 23-9-10 926 6x8 = 10 Scale=1:115.7 16 '- 14 -- ST1.5x8 STP = 5x8 = ST1.5x8 STP = 3xs II 43-0-0 51-8-0 62-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.12 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.20 16-17 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.90 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 463 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-21, 3-21, 7-19, 9-16 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-170(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 21=-612(LC 9), 14=-487(LC 8), 12=-175(LC 13), 2= 144(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 21=2181(LC 2), 14=1843(LC 26), 12=393(LC 24), 2=453(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-329/115, 3-5=-135/469, 5-6=-28/455, 6-7=-889/618, 7-9=-1274/814, 9-10=-868/686, 10-11=-1079/660, 11-12=-50/252 BOT CHORD 2-22= 98/258, 21-22=-98/258, 19-21=-58/454, 17-19=-318/1200, 16-17=-312/1156 WEBS 5-21=-350/364, 6-21=-1572/677, 3-22=0/275, 3-21— 603/366, 10-16= 67/278, 11-16=-380/1132, 11-14=-1579/907, 6-19=-413/1103, 7-19= 750/483, 9-17=-12/290, 9-16=-666/342 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extefior(2)-1-10-12 to 1-1-4, Intedor(1) 1-1-4 to 19-0-0, Extedor(2) 19-0-0 to 47-2-15, Intefior(1) 47-2-15 to 63-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPi. For project specific guidance, consult with project engineer/architecUgeneral contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 612 lb uplift at joint 21, 487 lb uplift at joint 14, 175 lb uplift at joint 12 and 144 lb uplift at joint 2. 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 No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. Thisdesign 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 applicabiilty 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 �L�� T :.HY�o iek' 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, seeANSI1TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116090 1316864 T13A Piggyback Base 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MI I ek Industries, mc, rue may zz 1a:aa:34 zu i a rage I ID:fc0di47_nMfCAXUpDDQ9zhzR9p?-Ffvage41AoGBAOxB6WAG7mOJkka10yU1kmRh7wzDx4? r2-0-q 6-8-12 14-4-0 19.0.0 , 28-7-3 38-2-6 43-0-0 , _48-8.0 51-8-0 , 62.0-0 64-0-Q 0-0 6-8-12 7-7-4 4-8-0 9-7-3 9-7-3 4-9-10 5-8-0 3-0-0 10-4-0 2-0-0' 6.00 12 6x8 = 27 7 8 928 Scale = 1:115.7 ST1.5x8 STP = 24 23 " ., — — .. — " — 18 " — 16 15 "" ST1.5x8 STP = 2x4 11 ST1.5x8 STP = 7x10 = 33-4-13 5x8 = ST1.5x8 STP = ST1.5x8 STP = 6x8 = 2x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.10 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.16 18-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.02 16 Wa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 479 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-23, 3-23, 7-21, 7-19, 9-18, 11-16 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-170(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 23=-576(LC 9), 15=-146(LC 13), 13=-178(LC 13), 2=-148(LC 12), 16=465(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 23=2040(LC 2), 15=511(LC 20), 13=419(LC 24), 2=472(LC 23), 16=1536(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/126, 3-5=-1221425, 5-6=-15/413, 6-7— 806/574, 7-9=-10721704, 9-10= 548/505, 10-11=-670/483 BOT CHORD 2-24— 106/289, 23-24=-106/289, 21-23=-52/434, 19-21=-270/1057, 18-19=-200/908, 16-18= 209/300 WEBS 5-23= 349/363, 6-23=-1418/594, 3-24=0/275, 3-23=-603/366, 6-21=-341/972, 7-21= 617/410, 9-19= 46/394, 9-18= 777/423, 11-18=-399/1136, 11-16=-1320/607, 12-16=-261/234 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 19-0-0, Exterior(2) 19-0-0 to 47-2-15, Interior(1) 47-2-15 to 63-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ('SCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architecUgeneral contractor. MITek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss 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. WalterP. Finn PE No.22839 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 576 lb uplift at joint 23, 146 lb uplift at MiTek USA, Inc. FL Cart 6634 joint 15, 178 lb uplift at joint 13, 148 lb uplift at joint 2 and 465 lb uplift at joint 16. 6904 Parke East Blvd. Tampa FL 33610 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any Date: particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." May 22,2018 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not a trim 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 M`.Tek' Is always required for stability and to prevent collapse with possible personal Injury and prc pertydamage. For general guidance regarding the fabrlcaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty y T14116091 1316864 T13B Piggyback Base 2 1 F Job Reference (optional) Builders FirstSource, Iampa, manrary, moriaa m000 v-. _,.-, - . I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-jrTy2z5fw5P?oYW NgEiVf_wUXBwFIPrAyQAFfMzDx4_ 2-0- 6-8-12 14-4-0 19-0-0 28-7-3 38-2-6 43-0-0 48-8-0 55-3-5 62-0-0 4.0- -0-0 6-8-12 7-7-4 4-8-0 9-7-3 4-9-10 5-8-0 6-7-5 6-8-11 0-0 6.00 12 6x8 = 929 6x8 = 2x4 I I. ST1.5x8 STP = 5x8 = ST1.5x8 STP = 2x4 11 7x10 = 43-0-0 5x6 = 6-8-1 Scale = 1:115.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/fP12014 CSI. TC 0.43 BC 0.47 WB 0.80 Matrix-SH DEFL. in (loc) I/dell Ud Vert(LL) -0.10 19-20 >999 240 Vert(CT) -0.17 19-20 >999 180 Horz(CT) 0.02 14 Na n/a PLATES GRIP MT20 244/190 Weight: 478 lb FT = 20% LUMBER- EIRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 17-19. WEBS 1 Row at midpt 6-24, 3-24, 7-22, 7-20, 9-19, 11-17 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-170(LC 10) Max Uplift All uplift 100 Ito or less at joint(s) except 24=-579(LC 9), 14=-195(LC 13), 2= 146(LC 12), 17=-515(LC 8) Max Grav All reactions 250 lb or less at joints) except 24=2029(LC 2), 14=466(LC 24), 2=469(LC 23), 17=1914(LC 26) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 363/118, 3-5=-123/436, 5-6=-15/421, 6-7=-781/566, 7-9— 1031/690, 9-10=-486/482, 10-11=-612/475, 11-13=-32/355, 13-14=-350/151 BOT CHORD 2-25=-102/280, 24-25— 102/280, 22-24=-54/423, 20-22=-275/1033, 19-20— 209/871, 17-19= 278/308 WEBS 5-24=-348/363, 6-24=-1406/593, 3-25=0/275, 3-24=-604/366, 6-22=-336/953, 7-22= 597/405, 9-20=-49/409, 9-19= 792/432, 1 1-19=-394/1143,11-17=-1542/801, 13-17=-538/306, 13-16=0/278 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 19-0-0, Exterior(2) 19-0-0 to 47-2-15, Interjor(1) 47-2-15 to 63-10-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architecUgeneral contractor. MITek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 24, 195 lb uplift at joint 14, 146 lb uplift at joint 2 and 515 lb uplift at joint 17. 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." Welter P. Finn PE No.22839 idiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Addllional temporary and permanent bracing '-MITek` prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component VA 22314. Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, Job Truss Truss Type Qtf Ply T14116092 1316864 T14 Piggyback Base 3 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.2i0 s Feb iz 2018 Iva i ek inau5lries, urc. I ue rvray cc i3:33:3r LV io rage ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-fEbjTf6wSjfjl rgmnfkzlPOpUyYHDIWTQjgLiEzDx3y r2 0 0 6-8-12 i 14-4-0 19-0-0 i 25-11-12 32-8-0 33r1-4 43-0-0 51-8-0 62-0-0 64-0-Q �2-D 6-8-12T 7.7.4 4�8� 6-111� 6-B-4 0-5-4 9-10-12 8-6.0 10-4-0 2-0-0 0 0 6.00 12 6x8 = 2x4 11 6x8 = 29 7 8 9 30 10 Scale=1:117.9 ST1.5x8STP= 26 " 24 — w — — 5x8 — vJ 18 17 16 __ 14 _, ST1.5x8 STP= 2x4 II ST1.5x8STP= 5x6 = 6x8 __ 5x6 = ST1.5x8STP= 6x8 II 2x4 11 3xB II 6x8 = m o I,? 14 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.26 20-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.44 20-22 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code' FBC2017lTP12014 Matrix-SH Weight: 482 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-24, 5-24, 10-19, 10-16, 9-17, 6-22, 6-20, 10-19: 2x4 SP No.2 7-20, 9-20 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-170(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2= 230(LC 12), 24=-519(LC 9), 12=-191(LC 13), 14— 499(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=603(LC 23), 24=1971(LC 1), 12=395(LC 24), 14=1865(LC 1) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-654/464, 3-5=-120/326, 5-6=-194/479, 6-7= 1283/952, 7-9=-1283/952, 9-10=-1461/1063, 10-11 =-1 133/760 BOT CHORD 2-26=-265/512, 24-26=-265/512, 20-22=-152/571, 19-20= 547/1459 WEBS 3-26=0/313, 3-24=-610/343, 22-24=-1603/715, 5-22=-368/377, 16-19=-251/864, 10-19= 411/812, 10-16= 473/318, 9-19=-311/280, 6-22=-1297/427, 6-20= 457/1148, 11-16=-432/1134, 11-14=-1634/941, 7-20= 364/300, 9-20=-323/169 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 19-0-0, Exterior(2) 19-0-0 to 47-2-15, Interior(1) 47-2-15 to 63-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general - handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 2, 519 lb uplift at joint 24, 191 lb uplift at joint 12 and 499 lb uplift at joint 14. 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 No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a 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 �,�y iT eW ��iM� Is always required for stability and to prevent collapse with possible personal Infury and property damage. For general guidance regarding fine fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply T14116093 1316864 T14A Piggyback Base 1 1 Job Reference (optional) bunaers r-irsioource, 1 unipa, ridrlL filly, rlurrua 0000. 6-8.12 7-7-4 6.00 F12 6x8 = 2x4 11 6 31 7 I D:fcQdi47_nMfCAXUpDDQ9zhzR9 J-4 43-0-0 48-8d 4 9-10-12 s-8-0 6x8 = 8 9 32 10 Scale =1:117.9 4 >� o (19 0- ST1.5x8 STP = 28 ` 26 5x8 — 20 19 18 16 15 ST1.5x8 STP = 2x4 II ST1.5x8 STP = 5x6 6x8 __ 5x8 = ST1.5x8 STP = 6x8 11 2x4 I ST1.5x8 STP = 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.26 22-24 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.44 22-24 >937 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 HOrz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 497 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 `Except` 6-0-0 oc bracing: 16-18,15-16,13-15. 10-21: 2x4 SP No.2 WEBS 1 Row at midpt 3-26, 5-26, 10-21, 10-18, 9-19, 6-24, 7-22, 9-22, 11-16 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 170(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-231(LC 12), 26=-492(LC 9), 13=-197(LC 13), 15=-173(LC 13), 16= 439(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=606(LC 23), 26=1859(LC 1), 13=431(LC 24), 15=517(LC 20), 16=1465(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-659/468, 3-5=-124/328, 5-6=-198/482, 6-7— 1151/880, 7-9=-1151/880, 9-10� 12301947, 10-11=-713/591 BOT CHORD 2-28=-268/517, 26-28=-268/517, 22-24=-139/528, 21-22= 424/1226 WEBS 3-28=0/313, 3-26=-611/344, 24-26=-1496/658, 5-24=-367/377, 18-21=-95/548, 10-21=-472/900, 10-18=-690/404, 9-21= 396/336, 6-24=-1170/360, 6-22=-383/1019, 7-22=-364/299, 11-18=-436/1104, 11-16= 1263/612 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=18fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 19-0-0, Extedor(2) 19-0-0 to 47-2-15, Interior(1) 47-2-15 to 63-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at joint 2, 492 lb uplift at joint 26, 197 lb uplift at joint 13, 173 lb uplift at joint 15 and 439 lb uplift at joint 16. 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 No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 101=015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing :' ITW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP1I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aw Ply T14116094 1316864 T14B Piggyback Base 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.2iu s reu 2 20 l o IVII I eR II uLiDL les, II IV. 1 ua may cc 1 Aye ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-3pGr5h9olelHuJPLTnHgM1eLP9Z3Qf3v6huOJZzDx3v 2-0-0 6 B 12 14-4-0 19-0-0 1 25-11-12 1 32 l-0 33ri-4 43-0.0 48-8-0 1 55-3-5 1 62-0-0 64-0-Q 2-00 6-8-12 7-7-4 6-11-12 6-8-4 0-5-4 9-10-12 5-8-0 6-7-5 6-8-it �2-0-0� 6.00 12 6x8 = 2x4 II 6x8 = 6 32 7 8 9 33 10 Scale=1:117.9 ST1.SxSSTP= 29 co 27 c000 — .1 5x8— — 21 20 19 — 17 16 ST1.5x8STP=. 2x4 11 ST1.5x8 STP= 6x6 6x8 = 5x8 = ST1.5x8 STP = 2x4 11 6x8 11 2x4 11 5x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.42 BC 0.75 WB 0.86 Matrix-SH DEFL. in (loc) I/defl Ud Vert(L-) -0.26 23-25 >999 240 Vert(CT) -0.44 23-25 >937 180 Horz(CT) 0.02 17 n/a n/a PLATES GRIP MT20 244/190 Weight: 497 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 *Except* 6-0-0 oc bracing: 17-19. 10-22: 2x4 SP No.2 WEBS 1 Row at midpt 3-27, 5-27, 10-22, 10-19, 9-20, 6-25, 7-23, 9-23, 11-17 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2= 170(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-230(LC 12), 27= 494(LC 9), 14=-219(LC 13), 17=-515(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=605(LC 23), 27=1840(LC 1), 14=487(LC 24), 17=1903(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-659/467, 3-5=-123/327, 5-6= 197/482, 6-7=-1127/872, 7-9=-1126/872, 9-1 0=-1 186/936, 10-11 =-655/581,11-13=0/316, 13-14=-396/219 BOT CHORD 2-29=-267/516, 27-29= 267/516, 23-25=-140/521, 22-23=-409/1181, 16-17=-71/283, 14-16=-71/283 WEBS 3-29=0/313, 3-27=-611/344, 25-27= 1480/653, 5-25=-367/376, 19-22=-102/499, 10-22=-481/913, 10-19=-708/398, 9-22=-408/343, 6-25=-11481353, 6-23=-374/996, 7-23=-363/298, l l-l9=433/1114, 11-17— 1537/816, 13-17=-545/307, 13-16=0/283 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=3.0.psf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 19-070, Exterior(2) 19-0-0 to 47-2-15, Interior(1) 47-2-15 to 63-10-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 2, 494 lb uplift at joint 27, 219 lb uplift at joint 14 and 515 lb uplift at joint 17. 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 No12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verify design parameter. and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mll-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing q��A 9Er��a'i�ke Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qir/ PIY T14116095 1316864 T17 Hip 1 1 Job Reference (optional) Ai nn10 Donn i Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s reu 14 CU 10 IYII I elf IIIUUSLNGS, II UG Llay « u , I D:fcQdi47_nMfCAXUpD DQ9zhzR9p?-X?gEl1 AQWx98W TzXOVovvFAVQZ?396?3LLeZrozDx3u 2-0- 5-8-0 6 8- 2 14-4-0 16-8-019-2-8 26-2-12 32-8-0 42-9-8 51-8-0 62-0-0 4-0- 2-0-0 '2 4-0 2-6-8 7-0-4 6-5-4 10-1-8 8-10-8 10-4-0 -0-0 6x8 = 31 7 2x4 11 6x8 = 6.00112 8 9 32 10 Scale=1:117.9 ST1.5x8 STP = 28 " 25 24 `- -- 18 17 16 14 2x4 I ST1.5x8 STP = 5x8 6x8 6x8 = 5x8 = ST1.5x8 STP = 2x4 I 2x4 I[ 3x8 11 2x4 11 2x4 = 6x8 = 42-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(ILL) -0.34 19-21 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.59 19-21 >759 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) -0.02 2 n1a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 480lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc puriins. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 19-20,20-26,2-27: 2x6 SP M 26 6-0-0 oc bracing: 14-16,12-14,21-22. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 10-16, 7-21, 9-17, 10-19, 5-25, 3-25 10-19: 2x4 SP No.2 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 12=-172(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=-307(LC 12), 14=-525(LC 8), 25=-439(LC 9), 12=-140(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=607(LC 23), 14=1858(LC 1), 25=1932(LC 1), 12=405(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11=-1148/762, 11-12=-91/268, 6-7=-712/673, 7-9=-1438/1057, 9-10=-1444/1062, 2-3=-657/466, 3-5=-132/354, 5-6=-855/709 BOT CHORD 19-21=-441/1199, 2-28=-265/516, 25-28=-265/516 WEBS 10-16=-462/313, 7-19= 122/400, 7-21= 873/503, 9-19= 500/393, 16-19= 235/876, 10-19— 397/770, 11-14= 1624/944, 11-16=-433/1123, 5-21=-296/1188, 25-26=-1523/703, 5-26= 1598/703, 3-25=-600/330, 3-28=0/311 NOTES- (9) 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=18ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 19-2-8, Exterior(2) 19-2-8 to 47-0-7, Interior(1) 47-0-7 to 63-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307 lb uplift at joint 2, 525 lb uplift at joint 14, 439 lb uplift at joint 25 and 140 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." TmI91 6— Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a 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 -MiTel ` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery. erection and bracing of trusses and Truss systems, seeANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. .fabrication, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa,.FL 33610 Job Truss Truss Type r Qv Ply T14116096 1316864 T18 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek industries, Inc. I ue May 22 13:33:43 2018 Page 1 ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-UNy-jjBh2ZPslm7v8vrN_gGrOMcMd01 Mof7gwuzDx3s 17-2-8 16-6-0 i-2-0-0 6-8-12 74-4-0 16-2-1 25-1-0 32.E-0 -0 39-1-3 44-9-B 51-B-0 57-0-4 62-0.0 -0- 2-0.� 7-7-4 -10.1 _ 7-10-B 7.7.0 0 5 5-11.15 5-6-5 6-10-6 5.8-4 4-7-12 2-0-0 0-5-4 Scale = 1:117.9 0-6-a 6x8 = 2x4 11 6x6 = 6.00 12 2x4 II 6 33 7 6 9 10 34 11 0 rn ST1.5x8 STP = 30 — 27 26 20 19 18 -" "" __ 16 _- ST1.5x8 STP = 2x4 I1 ST1.5x8 STP = 6x8 = 5x8 = 5x6 = ST1.5x8 STP = 2x4 11 2x4 11 Sx6 = 2x4 11 6x8 = 6x8 11 16-8-0 6-8-12 14.4-0 6-2-1 25-1-0 32.8-0 33- -4 39,1.3 44.9-8 51-8-0 62•PO 6-8-12 7-7-0 -10-1 8-5-0 7-7-0 0-5 4 5-11-156-10-B 10-0-0 0-5-4 Plate Offsets (X Y)-- r2:0-3-0 Edge) r16:0-2-12,0-3-81, f21:0-2-8,03-01, f27:0-3-8,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.46 Vert(LL) -0.25 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.38 16-18 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) -0.02 27 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 481 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 14-16. WEBS 1 Row at midpt 10-18, 6-23, 9-19, 5-27, 3-27, 6-28, 11-16 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 14=156(LC 11) Max Uplift All uplift Too lb or less atjoint(s) except 14=-11O(LC 13), 27=-465(LC 9), 16= 596(LC 8), 2= 309(LC 12) Max Grav All reactions 250 lb or less at joints) except 14=317(LC 24), 27=1940(LC 1), 16=2021(LC 26), 2=584(LC 23) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-13— 10/348, 13-14=-175/375, 6-7= 1330/987, 7-9_ 1534/1072, 9-10=-1538/1076, 10-11= 1206/880, 2-3=-597/473, 3-5=-114/343, 5-6— 179/480 BOT CHORD 16-18=-196l721, 14-16= 221/287, 24-28=-113/377, 23-24=113/377, 21-23=-489/1330, 2-30=-274/463, 27-30— 274/463 WEBS 11-18=-443/974, 10-18=759/503, 18-21=-381/1196, 10-21=-314/557, 7-21= 125/330, 7-23= 705/466, 6-23=566/1343, 9-21=-372/288, 27-28=-1463/732, 5-28= 339/368, 3-27=-569/353, 3-30=0/250, 13-16= 538/512, 6-28= 1221/403, 11-16— 1448/701 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 17-2-8, Exterior(2) 17-2-8 to 49-0-7, Interior(1) 49-0-7 to 63-10-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific guidance, consult with project engineer/architecUgeneral contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 14, 465 lb uplift at joint 27, 596 lb uplift at joint 16 and 309 lb uplift at joint 2. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M,7EKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parametersand 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 NOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type QSy Ply T14116097 1316864 T19 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 t$.ZIUSr-eDieeuit5iviiTek uruusmes, urc. We rvray cc rays 1 I D:fcQdi47_nMfCAXU pD DQ9zhzRgp?-yaW Mx2CJpsXj Nwi6idMcXto?SmxlMSCV 1 JsDSKzDx3r r2-0-1 10-4-0 16-8-0 21-8-0 25-e-0 , 35-6-0 45-4-0 p7-8-0 55-3-4 62-0-0 ¢4-0-Q 2-0-0 10-4-0 6— 5-0-0 4-0-0 9-10-0 9-10-0 2-4-0 7-7-4 6-8-12 �0' 6.00 F12 6X8 = Special Special 6X8 = P86 Special, 7 6x8 = 2x4 I 29 10 11 Scale = 1:115.7 ST1.5x8 STP = " 25 23 22 "" `�V= 17 16 ST1.5xB STP = ST1.5x8 STP = 5x6 = 5x6 = ST1.5x8 STP = 2x4 11 6X8 = 7x10 = 21-8-0 25-8-0 , 30-7-0 40-5-0 1 47-8-0 , 55-3-4 , 62-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.16 23-25 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.27 19-21 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.05 17 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 476 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 10-17, 13-17, 5-23, 6-23, 7-22, 10-19, 9-19 5-25: 2x4 SP No.2 7-21 2 Rows at 1/3 pts 5-25 REACTIONS. All bearings 0-8-0. (lb) - Max Harz 2=152(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2 except 25=-913(LC 9), 14=-145(LC 17), 17=-930(LC 8) Max Grav All reactions 250 lb or less at joints) 14 except 2=286(LC 23), 25=2858(LC 23), 17=3009(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 91 /461, 3-5= 22/421, 5-6_ 2307/1567, 6-7=-2537/1736, 7-9— 2150/1440, 9-10= 851/640, 10-11= 255/919, 11-13� 446/1015, 13-14= 273/542 BOT CHORD 2-25=-276/329, 23-25=-528/1306, 22-23=-1109/2309, 21-22=-1264/2537, 19-21= 692/1660, 17-19=-268/347, 16-17=-457/381, 14-16=-457/381 WEBS 3-25=-535/508, 10-17=-2348/1230, 11-17=-328/361, 13-17� 620/377, 13-16=0/295, 5-23=-1125/1971, 6-23=-1480/1016, 6-22=-368/571, 7-22=-541/352, 5-25= 2566/1419, 10-19= 993/1887, 9-19= 1682/1066, 9-21= 523/1019, 7-21= 773/578 NOTES- (11) 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, interior(1) 1-1-4 to 16-8-0, Extedor(2) 16-8-0 to 49-6-15, interior(1) 49-6-15 to 63-10-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses ("BCSI"), jointly produced by WTCA and TPI. For project specific, guidance, consult with project engineer/architecUgeneral contractor. MiTek assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 4x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 25=913, 14=145, 17=930. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 339 lb up at 21-8-0, and 500 lb down and 339 lb up at 25-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) Special hanger(s) or other connection device(s) shall be provided at 23-8-0 from the left end sufficient to connect truss(es) to front Waiter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 The desi n/selection of such special connection device s is the res onsibiijt of others. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 101=015 BEFORE USE. Design valid for use only vAth MITek® connectors. This design is based only upon parameters shown, and Is for anindividual 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 NOW 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 trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218,N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type r Qty PIY 1316864 T19 Hip 1 1 Job Reference(optional)T14116097 sunders Flrstbource, I ampa, rlani ulty, monad joobo 11) "This manufactured product is designed as an individual building component. 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: 1-5=-54, 5-6=-54, 6-7=-201, 7-10=-54, 10-15=-54, 2-14=-20 Concentrated Loads (lb) Vert: 6=-500 7=-500 o.c w a reu is au to mi i e v,4y « .,..,.,. to I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-yaW Mx2CJpsXj Nwi6idMcXto?SmxiMScV 1 JsDSKzDx3r The suitability and use of this component for any particular building is the responsibility of ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE M11-7473 rev. 101=015 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WIT— prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116098 1316864 T20 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 6.c1 U s Feb 12 zui a ive Tek inausules, mc. i ue May zz i 3:33:46 20 i a r-dye i ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-Qm4k8ODXaAfa?4HI FKtr35L47AIP5wpeGzcn?nzDx3q 10-4-0 14-8-0 23-4-0 32-0-0 36-4-0 1 40-4-0 47-4-0 48 0r0 2-0-0 10-4-0 4-4-0 8-8-0 8-8-0 4-4.0 4-0-0 7-0-0 0-8-0 Scale = 1:87.8 6.00 rl2 6x8 = ST1.5x8 STP = 6x8 = 14-8-0 Special Special 2x4 I I 6x8 = 3x6 = 3x6 = 3x6 = 3x6 = 5x8 = 5 23 6 7 8 9 Special 10 11 24 12 5x6 = 5x8 = 5x8 = ST1.5x8 STP = 3x12 MT20HS I I 48-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.16 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.28 15-17 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) 0.05 13 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 379lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-14: 2x4 SP No.2 WEBS 1 Row at midpt 5-20, 12-14, 10-14, 5-18, 6-18, 8-17, 8-15 OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 12-13 REACTIONS. (lb/size) 2=62/0-8-0, 20=267710-8-0, 13=2429/0-8-0 Max Horz 2=331(LC 12) Max Uplift 2=-126(LC 16), 20=-889(LC 9), 13= 873(LC 9) Max Grav 2=102(LC 8), 20=2677(LC 1), 13=2429(LC 1) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-683/930, 3-5=-418/803, 5-6=-1220/686, 6-8=-2294/1296, 8-9— 2627/1548, 9-10= 2627/1548, 10-12= 2186/1306, 12-13=-2361/1463 BOT CHORD 2-20=-705/324, 18-20= 300/426, 17-18=-1111/1901, 15-17=-150912571, 14-15= 1306/2186 WEBS 3-20=-508/496, 5-20=-2224/1232, 12-14=-1856/3107, 9-15=-877/600, 10-14=-2050/1331, 10-15=542/987, 5-18= 764/1570, 6-18=-1386/841, 6-17= 368/803, 8-17= 547/421, 8-15=-77/296 NOTES- (10) 1) 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)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 14-8-0, Extedor(2) 14-8-0 to 18-10-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) All plates are 4x6 MT20 unless otherwise indicated. 5) This truss has been designed fora 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 100 lb uplift at Joint(s) except Qt=lb) 2=126, 20=889, 13=873. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 339 lb up at 36-4-0, and 500 lb down and 339 lb up at 40-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) Special hanger(s) or other connection device(s) shall be provided at 38-4-0 from the left end sufficient to connect truss(es) to front face of top chord. The design/selection of such special connection device(s) Is the responsibility of others. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ndard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a 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 Wffek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI.Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qt;y Ply T14116098 1316864 T20 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant (;Fy, Flonaa 33b66 mzi u s reo i z zu i o ivri 1 en muubu rob, uw. r ue rviuy cc I u--v cu I o U. c I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-uyd7MkDZLUnRdEsUp2O4cltEjadegN3oUdLKXDzDx3p LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-54, 5-9=-54, 9-10=-201, 10-12=-54, 2-13= 20 Concentrated Loads (lb) Vert: 9=-500 10=-500 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown., and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing WiTeW Is always required for stability and to prevent collapse with possible personal inJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ply T14116099 1316864 T21 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13:33:47 2018 Pagel I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-M9BVZ4EB6nVI EORhNIvJ9W QSO_?rZpuxj H5t3fzDx3o 2-0-0 4-7-11 10-4-0 13-0-0 22-10-0 32-8-0 42-6-0 46-0.0 2-0-0 4-7-11 5-8-4 2-8-0 9-10-0 9-10-0 9-10-0 5-6 0 6.00 Fl2 2x4 11 6x8 Sx6, i _ 23 10 Scale = 1:87.7 m 0 r 20 Io ST1.5xB STP = 5x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.12 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT). -0.22 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.03 20 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 348lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 6-16, 8-15, 8-13, 10-12 REACTIONS. (lb/size) 2=102/0-8-0, 18=2257/0-8-0, 20=1257/Mechanical Max Horz 2=297(LC 12) Max Uplift 2=-82(LC 16), 18=-751(LC 9), 20=-454(LC 8) Max Grav 2=124(LC 10), 18=2313(LC 2), 20=1283(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-547/849, 3-5=-296/696, 5-6=-794/394, 6-8=-17041816, 8-10=-1465/670, 12-19=-571/1217, 11-19=-571/1217 BOT CHORD 2-1 8=-648/259,15-16=-776/1423, 13-1 5=-899/1747,12-13=-494/926 WEBS 3-18=-500/503, 5-18=-1673/842, 5-16— 562/1354, 6-16=-1099/637, 6-15=-74/469, 8-13=-537/381, 10-13=-295/899, 10-12= 1375/748, 11-20=-1285/628 NOTES- (8) 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 13-0-0, Extehor(2) 13-0-0 to 17-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are 4x6 MT20 unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 18=751, 20=454. 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 Date: May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ��I� -Mi prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iT e,k• 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Ottr Ply T14116100 1316864 T22 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13:33:48 2018 Page 1 I D:fcQdi47_nMfCAXUpDDQ9zhzR9p7-gLltmQFps519sYOtxTQYhjzfxNKniGj5yxgRb6zDx3n 48-0-0 •2.0-0 i 10-4-0 1 -0 0 22-4-0 33-8-0 45-2-12 4 - -0 r 2-0-0 10-4-0 8- it-4-0 11-4-0 11-6-12 0-Sr4 2-4.0 ' Scale = 1:87.9 6x8 i 5x6 = a nn F 3 4 23 5 6 7 8 9 24 10 ST1.5x8 STP = 6x8 3x8 11 2x4 II 48-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.58 BC 0.63 WB 0.95 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.15 15-17 >999 240 Vert(CT) -0.30 15-17 >999 180 Horz(CT) 0.08 11 n/a n/a PLATES GRIP - MT20 244/190 Weight: 334lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-14: 2x6 SP No.2 WEBS 1 Row at midpt 3-20, 3-18, 5-18 REACTIONS. (lb/size) 11 =1 241 /Mechanical, 2=-79/0-8-0, 20=2484/0-8-0 Max Harz 2=256(LC 12) Max Uplift 11=-459(LC 8), 2=-274(LC 24), 20= 827(LC 9) Max Grav 11=1269(LC 24), 2=115(LC 9), 20=2484(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-750/1243, 3-4=-610/306, 4-5=-541/229, 5-7=-1870/861, 7-9=-1403/640, 9-10=-766/401, 10-11=-1236/630 BOT CHORD 2-20=-985/473, 18-20= 985/473, 17-18=-795/1535, 15-17=-1000/1956, 14-15=-329/629 WEBS 9-12=-1263/719, 3-20= 2253/1348, 10-12=-805/1531, 3-18=-799/1779, 5-18=-1420/825, 5-17=-122/617, 7-15=-777/504, 9-15=-428/1065 NOTES- (9) 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1 -1 -4 to 11-0-0, Extedor(2) 11-D-0 to 15-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=459, 2=274, 20=827. 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 No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MIF7473 rev. 10/032015 BEFORE USE. Design valid for use only wifh MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing ffek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSi/TPI 19uailty Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qiy Ply T14116101 1316864 T23 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 e.n u s Feb iz zui a MI r ek mausines, u1c. r ue rviay zz ro:o3.4a cu i o rage i I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-JXJ F_mGRdP90Uhb3UAynExVnRnf6ljxEBba_8YzDx3m 48-0-0 i -2-0-0 9-0-0 10-4-0 21-11.13 33.5-15 i 45-2-12 2-0-0 9-0-0 1-4-0 11-7.13 11-6-1 , 11-8-13 015�4 2-" Scale=1:87.9 6x8 = 5x6 = 6.00 12 3 4 23 5 6 7 8 9 24 10 Zb ST1.5x8 STP = 6x8 = 3x8 11 2x4 11 48-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.14 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.32 17-18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Weight: 322lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-14: 2x6 SP N6.2 WEBS 1 Row at midpt 5-18 REACTIONS. (lb/size) 11=1288/Mechanical, 2=96/0-8-0, 20=2262/0-8-0 Max Harz 2=216(LC 12) Max Uplift 11=-448(LC 9), 2=-306(LC 24), 20=-815(LC 9) Max Grav 11=1288(LC 1), 2=249(LC 19), 20=2262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-515/1051, 3-4— 416/913, 4-5=-722/420, 5-7=-2338/1154, 7-9= 1755/841, 9-10= 993/544, 10-11 =-1 255/671 BOT CHORD 2-20=-913/416, 18-20=-913/416, 17-18=-1080/1900, 15-17=-1319/2460, 14-15=-425/776 WEBS 10-12=-916/1667, 4-20=-2051/1174, 9-12=-12781759, 9-15=-524/1233, 7-15=-900/610, 5-1 7=-1 15/652. 5-18=-1564/878, 4-18_ 782/1817 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Intedor(1) 1-1-4 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone;C-C,for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=448, 2=306, 20=815. 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." Welter P. Finn PE No.22839 h1iTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate. this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ,-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, seeANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qiy Ply T14116102 1316864 T24 Half Hip Girder 1 2 Job Reference (optional) t1UllaerS rlrsioource, 1 ampa, rlant ldrY, riullua odo00 o v a — i cn ,.— ­ ­-Y — ­ _ I D:fcQdi47_nMfCAXUpDDQ9zhzR9p?-buEuS9Lq_Y20pmdPP8aQOPl21 c5EAtSGoBmstezDx3f 48-0-0 -2-0-0 7-0-0 10-4-0 15-3-4 19-10.14 24.E-9 29.2-3 33-9-13 38-7-3 45-2-12 41-8-B 2-0.0 7-0-0 3-4-0 4-11.4 4-7-10 4-7-10 4-7-10 4-7-106-7-9 2-a Scale=1:87.9 NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED NAILED NAILED 5x8 = NAILED NAILED NAILED NAILED NAILED 6x8 = NAILED 5x8 = NAILED NAILED 4x6 = NAILED 5x8 = NAILED 4x6 = 5x8 = 5x6 = 6.00 12 NAILED 3 29 4 30 31 5 32 336 7 34 835 36 9 37 3810 11 39 12 4041 42 13 4314 .5x8 STP = 28 44 2745 46 2625 47 4x6 = THJA26 ST1.5x8 STP = 4x6 = 6x8 = NAILED 5x12 = NAILED NAILED NAILED NAILEE FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 48 24 49 50 23 51 52 22 21 53 5420 55 56 19 5758 NAILED 5x8 = 4x6 = 5x8 = NAILED&B = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6015 59 18 173x8 II NAILED 6x8 = NAILED NAILED 48-0.0 m o C6 o 0 v I6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.19 20-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 20-22 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.02 15 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-SH Weight:721 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-27: 2x8 SP 240OF 2.0E 6-0-0 oc bracing: 2-28,27-28,26-27. REACTIONS. (lb/size) 15=2399/Mechanical, 2=-1016/0-8-0, 27=5753/0-8-0 Max Horz 2=175(LC 8) Max Uplift 15=-1092(LC 4), 2=-1016(LC 1), 27=-2596(LC 5) Max Grav 15=2399(LC 1), 2=614(LC 6), 27=5753(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 144213012, 3-4=-2046/4516, 4-5_ 311/700, 5-6=-311/700, 6-8=-4021/1837, 8-9=-4021/1837, 9-10= 5147/2348, 10-12=-5147/2348, 12-13=-2187/1029, 13-14=-2210/1031,14-15=-2303/1075 BOT CHORD 2-28=-2587/1240, 27-28=-2579/1245, 26-27=-4515/2045, 24-26=-986/2136, 23-24=-986/2136, 22-23=-2304/5043, 20-22=-2304/5043, 19-20= 1993/4385 WEBS 3-28=0/386, 3-27=-2834/1243, 4-27=-3379/1677, 12-19=-379/373, 16-18=0/281, 13-.16= 625/445, 16-19= 1948/4259, 12-16=-2351/1032, 14-16=-1469/3145, 4-26=-2140/4710, 5-26=-462/353, 6-26=-3581/1634, 6-24=0/350, 6-23— 1076/2380, 8-23=-487/353, 9-23= 1291/591, 9-22=0/345, 10-20— 477/341, 12-20= 443/951 NOTES- (15) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered 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=18fh Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for 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. Walter P. Finn PE No.22839 8) Refer to girder(s) for truss to truss connections. MiTek USA, Inc. FL Cart 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except at=lb) 6904Parke East Blvd. Tampa FL 33610 15=1092, 2=1016, 27=2596. Date: 10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide,for uplift reactions indicated. May 22,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a 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 NOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply T14116102 1316864 T24 Half Hip Girder 1 2 Job Reference (optional) Builders FirstSource, Tampa, Plant city, I-lorida 33b6b 8.2i u s rev 1z eu i o rvn 1 ur, muubules, mc. 1 ue May « 1 J.JJAV - 10 rage I D:fcQdi47_nMfCAXUpDDQ9zhzR9p7-buEuS9Lq_Y20pmdPP8aQOP121 c5EAtSGoBmstezDx3f NOTES- (15) 11) Use Simpson Strong -Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at 7-0-6 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 313 lb down and 332 Ib up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) "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 (pit) Vert: 1-3=-54, 3-14— 54, 2-17= 20, 15-16=-20 Concentrated Loads (lb) Vert: 3= 313(B) 7=-111(B) 28= 144(B) 18=-39(B) 13=-111(B) 11=-111(B).26=-39(B) 5=-111(B) 22= 39(B) 9=-111(B) 29= 111(B) 30=-111(B) 31=-111(13) 32=-111(B) 33= 111(B) 34=-111(B) 35=-111(B) 36=-111(B) 37=-111(B) 38=-111(B) 39= 111(B) 40= 111(B) 41=-111(B) 42=-111(B) 43— 101(B) 44=-39(B) 45- 39(B)46=-39(B)47=-39(B)48=-39(B)49_ 39(B) 50= 39(B) 51=-39(B) 52= 39(B)53=-39(B) 54= 39(B) 55— 39(B)56=-39(B) 57=-39(B) 58= 39(B) 59=-39(B) 60= 78(B) ® WARMING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verity the applicabflity 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 p�� Mi prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the TT ell• 6904 Parke East Blvd. fabrication, storage, defivery, erection and bracing of trusses and truss systems, seeANSI/TPI 19uatily Ctileria, DSB-89 and BCSI Building Component VA 22314. Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee, Street, Suite 312, Alexandria, Job Truss Truss Type Qty Ply T14116103 1316864 T25 HALF HIP GIRDER 1 3 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Honda 33566 ID:fcQdi47 3 2-2.12 0-5-4 6-0-13 3x8 = 2x4 II a.21 u s reD 12 2u1 a mi i etc maustrles, inc. 1 ue Iviay 22 1 J:JJ:aa zu i o Pager 6.00 12 4x6 I I 3x4 11 4x12 = q LUJ2b 2x4 11 ST1.5x8 STP = LUS26 2x4 = 13-8-15 2-2-12 3-8-P 8-843 _ 12-8-0 13-1-p 15-00 2-2�•5�7- E0-13 3-11.3 -5 � 1-7-7 Scale: 1/4'=V LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.22 3-8 >807 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.34 3-8 >519 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(CT) 0.21 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 364lb FT=20% LUMBER - TOP CHORD 2x6 SP No.2 *Except` 1-4: 2x6 SP M 26 BOT CHORD 2x6 SP No.2 *Except' 6-14: 2x8 SP 240OF 2.OE, 3-7: 2x6 SP M 26, 11-14: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` 3-10: 2x6 SP No.2 REACTIONS. (lb/size) 2=2978/0-8-0, 14=4372/0-8-0 Max Horz 2=312(LC 8) Max Uplift 2=-1144(LC 8), 14=-1752(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1783/524, 3-4=-6686/2593, 4-5=-269/57 BOT CHORD 7-14=-4372/1752, 3-8=-2567/6107, 7-8=-2568/6109 WEBS 3-10=-244/604, 4-8=-2086/5303, 4-7=-6784/2863 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. Except: 6-0-0 oc bracing: 6-14 NOTES- (13) 1) 3-ply truss to be connected together with 10d (0.131"&') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2xB - 2 rows staggered at 0-9-0 oc, 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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=4.2psf; BCDL=3.Opsf; h=18fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 14 considers parallel to grain value using'ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1144, 14=1752. 10) Use Simpson Strong -Tie HHUS26-2 (14-1 Od Girder, 4-1 Od Truss) or equivalent at 7-1-9 from the left end to connect truss(es) to front face of bottom chord. 11) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 13-0-12 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "This manufactured product is designed as an individual building component. The suitability and use of this component for any :,- __-------------:L:1: s...-1 - 1 ..:1.1:__ 1...- - --- - - - A K-1 - i - - -,. R,.-,..-,.,..J - - L . ,....1,. 1. Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev. 1010=015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' MiTW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' Qky Ply T14116103 1316864 T25 HALF HIP GIRDER 1 3 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 B.ztu s Feb lz zu1a Ie Mi k industries, inc. ue iviay zz io:oo:oa zaia ray& P I D:fcQdi47_nMfCAXUpD DQ9zhzR9p?-YGMftrN5W AI k34noW Zcu5q NN_PnperRZFV FzyXZDx3d LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5= 54, 5-6=-54, 2-9=-20, 3-7=-20 Concentrated Loads (lb) Vert: 15=-2379(F) 16=-1268(F) 17=-1249(F) 18= 1237(F) ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NOW rs always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, election and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type QtY PIY T14116104 1316864 T26 Half Hip 1 1 Job Reference o tional P 1 Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22-:33.59 2018 age ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-OSw14BOjHTQbgEM_4G77elwTEp?TNLViU9?WUzzDx3c 13-1 d -2-0-0 2-2-12 -B- 7.3.12 12-8-0 12r V 15.4.0 r 2-02 2.2.12 5• 1.1-i2 5-4-4 0�3�3 D-2-1 6.00 12 5x8 = 2x4 I I Scale = 1:45.7 R 3x6 = io 2x4 3x4 = 2x4 I I 511.bxt1 S i N= 2x4 II - 2x4 II 13-1-4 2-2-12 -11- 7.3.12 12-6-0 12 1 15-0-0 2-2-12 0- 4-7.12 5-4-4 013-1 2-2-12 0-2-1 Plate Offsets (X Y)-- (3.0-3-8 Edge) f6.0-5-4 0-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.33 3-11 >548 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.70 3-11 >265 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(CT) 0.19 8 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix-SH Weight: 108 lb FT = 20% LUMBER- BRACING - .TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 2-2-0 oc bracing: 3-11. REACTIONS. (lb/size) 8=549/0-8-0, 2=688/0-8-0 Max Horz 2=297(LC 12) Max Uplift 8=-218(LC 12), 2� 188(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-320/0, 3-4=-862/389, 4-6=-337/79, 8-10=-519/391 BOT CHORD 3-11= 632/814 WEBS 6-10=-621/384, 4-11=-663/547, 6-11= 186/638 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 12-11-3, Exterior(2) 12-11-3 to 15-2-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=218, 2=188. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: . May 22,2018 A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, so0ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type • Ody Ply T14116105 1316864 T27 Half Hip 1 1 Job Reference (optional) burluers rlrsLAource, I dirllld, rrdl It 4LLy,-- ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-OSw14BOjHTQbgEM_4G77elwVHp3Rt _o_n_n 9-9-19 -a-n a-3-5 11.0-0 , 12-8-0 13-1-4 15-4-0 I 2-2-12 3x4 = 5x8 = 2x4 11 Scale = 1:37.0 5 6 12-8-0 2x4 11 �o LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TIC 0.83 BC 0.69 WB 0.40 Matfix-SH DEFL. in Vert(LL) 0.23 Vert(CT) -0.47 Horz(CT) 0.19 (loc) I/deft L/d 3-12 >771 240 3-12 >379 180 7 ri/a n/a PLATES MT20 Weight: 102 lb GRIP 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc puffins, 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, Except: 7-2-15 oc bracing: 3-12. REACTIONS. (lb/size) 7=549/0-8-0, 2=68810-8-0 Max Horz 2=257(LC 12) Max Uplift 7=-179(LC 9), 2= 198(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-320/0, 3-4= 809/404, 4-5= 511/274, 7-9=-528/366 BOT CHORD 3-12=-582/740, 10-12=-260/389, 9-10— 260/389 WEBS 4-12=-534/480, 5-12=-313/574, 5-9=-578/385 NOTES- (6) 1) Wind: ASCE 7-10; Vuit=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)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 11-0-0, Extedor(2) 11-0-0 to 15-2-4 zone;C-C.for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss 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 (jt=lb) 7=179, 2=198. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design vaild for use oNy with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing .M!Tek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 , Job Truss Truss Type Oty Ply • T14116106 1316864 T28 Half Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 t3.zl U s Feb Tz zui a MiTek etc inausmes, Inc. 1 ue rvlay zz 1 3:34:Uu 40 r o rdye 1 I D:fcOdi47_nMfCAXUpD DO9zhzR9p?-UfU PIXOL2nYSIOwBe_eMAFThmD PT6ltsiok3OPzDx3b -2-0-0 2-2-12 1 9-0-0 12-8-0 1 -1- 15-4-0 2-0-0 2-2-12 -5- 6-4-0 3-8-0 -5- 2-2-12 3x4 = 5x8 = 2x4 II IN �••� �� --- .. or raao orr= 12-8.0 2x4 11 10 Scale=1:34.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.72 BC 0.64 WB 0.68 Matfix-SH DEFL. in Vert(LL) 0.26 Vert(CT) ` -0.39 Horz(CT) 0.21 (loc) Well Ud 3-11 >696 240 3-11 >456 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 94lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-13 oc bracing. REACTIONS. (lb/size) 6=549/0-8-0, 2=688/0-8-0 Max Harz 2=216(LC 12) Max Uplift 6_ 183(LC 9), 2= 202(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-320/0, 3-4=-720/352, 6-8=-526/343 BOT CHORD 3-11=-449/637, 9-11=-449/644, 8-9=-449/644 WEBS 4-11=0/312, 4-8=-730/522 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; MWFRS (envelope) and C-C Exterior(2)-1-10-12 to 1-1-4, Interior(1) 1-1-4 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss 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 Qt=lb) 6=183, 2=202. 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." Weller P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 A WARNING - vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/012015 BEFORE USE. Design valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucMing of Individual truss web and/or chord members, only. Additional temporary and permanent bracing r 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply T14116107 1316864 T29 HALF HIP GIRDER 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 8.210 s Feb 12 2018 MiTek Industries, Inc. Tue May 22 13:34:01 2018 Page 1 ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-yr1 nVsPzp5gJwXVNBh9bjS?vgdoRr8X?xSUdZrzDx3a 2-0-0 2-2-12 $-8-0 5-1-9 7-0-0 10-1-8 12-8-0 13-1-Q 15.4.0 2-0-0 2-2-12 5- 2-5-9 1-10-7 3-1-8 2-6-8 5- 2-2.12 ONp Special NAILED NAILED 5x8 2x4 11 4x6 = NAILED NAILED 4 14 15 5 6 I9 3x6- NAILED 6x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x6 SP M 26 *Except 4-6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 3-10: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1266/0-8-0, 2=1106/0-8-0 Max Harz 2=175(LC 8) Max Uplift 7=-612(LC 5), 2=-438(LC 8) 7-0-0 Scale = 1:33.3 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.57 Vert(LL) 0.16 3-11 >999 240 MT20 2441190 BC 0.47 Vert(CT) -0.23 3-11 >765 180 WB 0.91 Horz(CT) 0.17 7 n/a n/a Matrix-SH Weight: 106 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-8-12 oc bracing. FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-564/137, 3-4= 2225/942, 4-5=-981/459, 5-6_ 999/474, 6-7=-1227/610 BOT CHORD 3-11 =-91 5/2007, 10-11= 926/2045 WEBS ` 4-11 =-1 401720, 5-10= 549/389, 4-1 0=-1 159/535, 6-10=-723/1520 NOTES- (11) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=18ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psf bottom chord live load 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 (jt=lb) 7=612,2=438. 6) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 7-0-6 from the left end to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 305 lb down and 282 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-6= 54, 2-12= 20, 3-10=-20, 7-9= 20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a lens 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 py `BU�iTek" Is always required for stability and To prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type s Qty Ply T14116107 1316864 T29 HALF HIP GIRDER 1 1 Job Reference (optional) suimerS FIrstbource, i ampa, mans Glry, rionaa 33b66 b.ZI US reo Ie eU 10 Mi r eK rnauSnleS, ina i ue ivray ee i a:a`}.u4 Lu r0 rays c ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-Q1 bAiCQbZOoAXh4ZIPhgFgY3al8gabn9A6DA5lzDx3Z LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4— 305(B) 10=-39(13) 11=-203(B)5— 111(B) 6=-135(B) 14=-96(B) 15= 96(B) 16=-76(B) 17=-76(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing.-E�90 YW MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T14116108 1316864 Vol Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 a a C, 2x4 8.210 s Feb 122018 MiTek Industries, Inc. Tue May 22 13:34:02 2018 Pagel ID:fcQdi47_nMfCAXUpDDQ9zhzR9p?-Qt bAiCQbZOoAXh4ZIPhgFgYBul FTapy9A6DA5lzDx3Z 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=51/1-11-8, 2=37/1-11-8, 3=14/1-11-8 Max Horz 1=28(LC 12) Max Uplift 1=-11(LC 12), 2=-29(LC 12) Max Grav 1=51(LC 1), 2=37(LC 1), 3=27(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VuIt=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) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 2. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: May 22,2018 ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0-WOIS BEFORE USE. Design vaild for use only with MiTek© connectors. fits design Is based only upon parameters shown, and Is for an individual building component not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type + Oty Ply T14116109 1316864 V02 Valley 1 1 Job Reference (optional) Builders FlrstSource, I ampa, F9ant uny, Flonaa 33b66 me l u b reu i e zu i a rvu 1 en !11UU6r1 res, mo. i ue rvrdy cc I J.JY.VJ LV I O rave i I D:fcQdi47_nMfCAXU pDDQ9zhzR9p?-uE9YwYRDKiwl9rfIJ6C3ot5LOQa7JF41PmzjdkzDx3Y 3-1-2 4-0-0 3-1-2 0-10 Scale = 1:12.8 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 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 REACTIONS. All bearings 3-11-8. (lb) - Max Harz 1=69(LC 12) Max Uplift All uplift 100 lb or less at joints) 3; 5 Max Grav All reactions 250 lb or less atjoint(s) 1, 3, 4, 5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 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 Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev. 101032015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing prevent Is always required for stability andto prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, Fl- 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply T14116110 1316864 V03 Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant city, Florida 33bb6 tf.z7 V b Sao 1z zu1 C IWi i eK Inuubulub, urc, i ue ividy cc rJ:JY:VJ GV r o rays i I D:fcQdi47_nMfCAXUpD DQ9zhzR9p?-uE9YwYRDKiwl9rfIJ6C3ot513QXBJ E 1 IPmzjdkzDx3Y 5-1-2 660-0 5-1-2 0-10-14 Scale = 1:18.4 2x4 i 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a ri/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) n1a rt/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 21 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=128/5-11-8, 3=-67/5-11-8, 4� 26/5-11-8, 5=362/5-11-8 Max Horz 1 =1 1 O(LC 12) Max Uplift 1=-8(LC 12), 3=-67(LC 1), 4=-51(LC 3), 5= 178(LC 12) Max Grav 1=128(LC 1), 3=52(LC 12), 5=362(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-263/465 NOTES- (7) 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) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 6-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 3, 4 except Qt=lb) 5=178. 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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a in= system. Before use, the building designer must verify the applicab➢Ity of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MTek` prevent Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of incases and truss systems, seeANSI/TPI I Quality Cdlerla, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T14116111 1316864 VO4 Valley 1 1 Job Reference (optional) Builders 1-lrst6ource, I ampa, mani Lary, t-ionaa :i bbb 11,e III � reu IG eU 1 O IVII I UK IIIU UJa ICD, II W. 1 — IVI6y as I o.ov < 1 ayo 1 ID:fcQdi47_nMfCAXUpDDQgzhzRgp?-MQjw7uRs502tn? Eysq I L5dTbgr82icRdQi HAAzDx3X 6-1-2 8-0-0 6-1-2 1-10-14 2x4 i 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a rda 999 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=159/7-11-8, 3— 6/7-11-8, 4=-14/7-11-8, 5=407/7-11-8 Max Horz 1=150(LC 12) Max Uplift 1=-4(LC 12), 3=-10(LC 3), 4= 14(LC 1), 5=-201(LC 12) Max Grav 1=159(LC 1), 4=10(LC 12), 5=407(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-276/396 Scale: 1 /2'-V PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 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; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 8-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 3 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4 except Ot=lb) 5=201. 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." Welter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 11111-7473 rev. 10/012015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parametersand 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 p�p '6tl9ffek• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regard(ng the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS117PI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T14116112 1316864 V05 Valley 1 1 Job Reference (optional) umaersi-irsisource, Iampa, manrclry,r-ionaaoa000 v. , I . ,., I D:fcQdi47_nMfCAXUpDDQ9zhzRgp?-rcHI LESUsJAk09p8QXEXtIAd DEANnBrbs4SgidzDx3W 3-1-2 9.1-2_ 9-7-7, 3 1 2 6-0-0 '0-6-5' Scale=1:27.4 3x6 27 6 5 x4 2x4 11 3x6 11 9-7-7 0-6-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 36 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.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 9-6-15. (lb) - Max Harz 1=183(LC 12) Max Uplift All uplift 100 lb or less at joints) 1 except 4=-206(LC 1), 5=-164(LC 3), 7= 189(LC 12), 6=-275(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 7=379(LC 1), 6=567(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 322/151 WEBS 2-7=-283/343,3-6=407/613 NOTES- (7) 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) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 9-7-7 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 4=206, 5=164, 7=189, 6=275. 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." WalterP. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 22,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10/03I2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a trrrss 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 : 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 and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component , 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' 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 MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-In-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 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 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 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 190/. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. IS. 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/TPI 1 Quality Criteria.