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Home My WebLink AboutTRUSSLumber d s.g IT�aldes are in accordance with ANSI/TPI 1 section 6.3 These truss deigns rely on lumber values established by others. -CANNED III ® M!, iTek '9,I., derGam RE4 75118 - SWAIN MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Cu gtomer Inf6: MICHAEL DIFRANCESCO Project -Name: SWAIN Model: 1-0block: Subdivision: Ad ress: UNKNOWN ,it I� ST LUCIE COUNTY State: FL Narne Address and License # of Structural. Engineer of Record, If there is one, for the building. Name: License #: State: Iral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special ing Conditions): ]n Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Code: ASCE 7-10 I Wind Speed: 160 mph G: Load: 37.0 psf '. Floor Load: N/A psf Thi'' package includes 74 individual, dated Truss Design Drawings and 0 Additional Drawings. Wiih my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet corj"forms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Noll Seal# Truss NamedDate No. Seal# Truss Name Date 1. T14124103 1 A 5/23/18 118 1 T14124120 1 C1 5/23/18 2 IT14124104JAl 5/23/18 119 1 T14124121 C2 5/23/18 3 1 T14124105 1 A2 5/23/18 120 T14124122 1 C3 5/23/18 4 T14124106 1 ATA 121 1 T14124123 1 C4 5/23/18 5 T14124107 1 ATB 5/23/18 122 1 T14124124 1 C5 5/23/18 6 ll I T14124108 1 ATC 5/23/18 123 1 T14124125 1 C6 5/23/18 7 T14124109 1 ATD 5/23/18 124 1 T14124126 1 C7 5/23/18 8 Ill I T14124110 1 ATE 5/23/18 125 1 T14124127 1 C8 5/23/18 9 11 1 T14124111 B 5/23/18 126 1 T14124128 1 D 5/23/18 10', T14124112 1 B1 5/23/18 127 1 T14124129 1 D1 5/23/18 1111 1 T1 4124113 62 5/23/18 128 1 T14124130 1 D2 5/23/18 112111 1 T14124114 B3 5/23/18 129 1 T14124131 D3 5/23/18 1 31ll 1 T14124115 184 5/23/18 130 1 T14124132 1 D4 5/23/18 141 1 T14124116 1 65 5/23/18 131 1 T14124133 1 D5 5/23/18 15 T14124117 B6 5/23/18 132 1 T14124134 D6 5/23/18 16 1 T14124118 1 B7 5/23/18 133 1 T14124135 D7 5/23/18 171 T14124119 1 C 5/23/18 134 1 T14124136 1 G 5/23/18 referenced above have been prepared by MiTek lirect supervision based on the parameters rs Truss. leer's Name: Velez, Joaquin l L E C ate for the state of Florida is February 28 20 -: The seal on these truss component designs is a certification licensed in the jurisdiction(s) identified and that the /TPI 1. These designs are based upon parameters is, dimensions, shapes and design codes), which were :ct specific information included is for MiTek's customers r, and was not taken into account in the preparation of not independently verified the applicability of the design for any particular building. Before use, the building designer A design parameters and properly incorporate these designs sign per ANSI/TPI 1, Chapter 2. Velez, Joaquin Il Par ��unirrrrri . QU I N V • .E N SF:c� 68182 :cr= STATE OF :��Z c4 O R 1'o NNM- ��, C? �� rr/llllt�`�� e z PE No.68182 4, nc. FL Gert 6634 ke ast Blvd. Tampa FL 33610 May 23,2018 1 of 2 75118 - SWAIN ite Information: :ustomer Info: MICHAEL DIFRANCESCO Project Name: SWAIN Model: ot/Block: Subdivision: ddress: UNKNOWN itv: ST LUCIE COUNTY State: FL No. Seal# Truss Name Date 135 1 T14124137 G 1 1 5/23/18 136 T14124138 G2 1 5/23/18 137 T14124139 G3 1 5/23/18 138 T14124140 1 G4 1 5/23/18 139 1 T14124141 1 G5 1 5/23/18 140 1 T14124142 1 GR5 1 5/23/18 141 1 T14124143 1 GR6 1 5/23/18 142 1 T14124144 1 G R7 1 5/23/18 143 1 T14124145 1 G RA 1 5/23/18 144 1 T14124146 1 GRB 1 5/23/18 145 1 T14124147 1 GRD 1 5/23/18 146 T14124148 1 GRG 1 5/23/18 147 T14124149 1 GRK 1 5/23/18 148 1 T14124150 1 GRL 1 5/23/18 149 I T14124151 I J 1 1 5/23/18 150 I T14124152 I J 1 P 1 5/23/18 151 I T14124153 I J3 1 5/23/18 152 I T14124154. I J3C 1 5/23/18 153 I T14124155 I J3P 1 5/23/18 154 I T14124156 (J5 1 5/23/18 155 I T14124157 J5P 1 5/23/18 156 I T14124158 I J7 1 5/23/18 1 157 I T14124159 I J7P 1 5/23/18 1 158 1 T14124160 1 JC5 1 5/23/18 59 1 T14124161 1 JC7 5/23/18 60 I T14124162 1 JP3 1 5/23/18 161 1 T14124163 1 J P5 1 5/23/18 162 T14124164 K 1 5/23/18 163 T14124165 KJ5 1 5/23/18 164 1 T14124166 1 KJ7 1 5/23/18 165 1 T14124167 1 KJC7 5/23%18 166 I T14124168 1 L 1 5/23/18 167 1 T14124169 I MV2 1 5/23118 1 168 1 T14124170 1 MV4 1, 5/23/18 169 1 T14124171 1 MV6 1 5/23/18 170 1 T14124172 1 MV8 1 5/23/18 171 1 T14124173 1 MV10 1 5/23/18 172 1 T14124174 1 PBA 1 5/23/18 173 J T14124175 1 PBB 1 5/23/18 174 J T14124176 1 PBC 1 5/23/18 2of2 uu uuaa nuoa iypc wry rry ovvnnv T14124103 '6118 A HIP r 1 1 Job Reference (optional) Chambers T�il ss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 23 09:17:18 2018 Page 1 ID:xMZGVRnJKn?kQ6pYcCop57zMW 87-hVSaDCcuvwYf?FZQngOfgl_psxzV3208gh9zxFzDfkF 2.0 0 5-6-0 9-0-0 16-6-0 20-0-0 25.6-0 27-6-0 2-0=0 5-6-0 3-6-0 7-6-0 Scale: 1/4"=1' r 5x6 = 5x6 = 4 20 21 5 6.00 12 2x3 2x3 6 3 2 2 19 cn 0 4 237 18 2 m Io 01 8 11 10 9 3x4 —_ 4x6 3x4 = 3x5 3x5 9-0-0 16-6-0 25-6-0 9-0-0 7-6-0 9-0-0 Plate Offsel� (X Y)-- [2.0-2-10 0-1-8] [4.0-3-8 0-2-4] [5.0-3-8 0-2-4] [7.0-2-10 0-1-81 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP ' TCLL 0.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.31 11-14 >995 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT)-0.4211-14 >730 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.05 7 n/a n/a BCDL 0.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) -0.32 11-14 >948 240 Weight: 112lb FT=20% LUMBER- III BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD BOT CHOI D 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIO S. (lb/size) 2=1055/0-8-0, 7=105510-8-0 Max Horz 2=206(LC 11) Max Uplift 2=-702(LC 12), 7=-702(LC 12) Max Grav 2=1093(LC 17), 7=1093(LC 18) FORCES. j (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO u D 2-3=-1722/1227, 3-4=-1509/1071, 4-5=-1333/1029, 5-6=-1509/1071, 6-7= 1723/1227 BOT CHO ; D 2-11= 908/1647, 9-11= 662/1400, 7-9=-955/1494 WEBS ; 3-11= 320/367, 4-11 =-1 37/422, 5-9= 137/423, 6-9=-321/367 NOTES- 1) Unbalar 2) Wind: A il; Exp ( to 20-8- grip DO 3) Provide 4). This tru, 5) ' This tt will fit bi 6) Provide 2=702, Structural wood sheathing directly applied or 5-4-15 oc puriins. Rigid ceiling directly applied or 7-4-11 oc bracing. :ed roof live loads have been considered for this design. ICE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=26ft; eave=oft; Cat. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Intedor(1) 0-11-3 to 9-0-0, Exterior(2) 9-0-0 5, Interar(1) 20-8-15 to 27-6-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate =1.60 ldequate drainage to prevent water ponding. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ss 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 tween the bottom chord and any other members, with BCDL = 10.Opsf. nechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) =702. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ®ANING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component- not �� a tr Iss system. Before use, the building designer must verity the applicabOity of design parameters and properly Incorporate this design Info the overall bull' ing design. &acing Indicated Is To prevent buckling of Individual Truss web andlor chord members only. AddIBonal temporary and pennanenT bracing ��'�'��s` Is a tab ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the cation, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/rPl I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SatelY Information available from Truss Plate Institute- 218 N. Lee Street. Suite 312. Alexanddo. VA 22314. Tampa, FL 33610 IIuoo II yv. ny wry T14124104 Al HIP t & F 1 Job Reference (optional) Chambers Trtiss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:19 2018 Page 1 III ID:xMZGVRnJKn?kQ6pYcCop57zMW87-9hOzQYdXgDgWdP8dLYvuDVXObLLtoSDHvLuXTizDfkE -2-0 0 6-2-9 11-0-0 14-6.0 19-3-7 25-6-0 2-0- 6-2-9 4-9-7 3-6-0 4-9-7 6-2-9 Scale = 1:45.7 • 4x4 = 4x4 = 4 5 6.00 12 3x4 i 3x4 20 21 6 3 m 0 N 22 19 2 7 Tm dJ a 0 0 1 12 11 10 9 8 2x3 II 3x4 =3x6 3x4 = 2x3 l 3x5 = 3x5 —_ _ 6-2-9 11-0-0 14-6-0 19-3-7 25.6-0 6-2-9 4-9-7 3-6-0 4-9-7 6-2-9 LOADING s9 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.11 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.16 8-9 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.37 Horz(CT) 0.04 7 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 11-12 >999 240 Weight: 124lb FT=20% LUMBER- BRACING - TOP CHO 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc puffins. BOT CHO P 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-2-4 oc bracing. WEBS 2x4 SP No.3 REACTIO (lb/size) 7=939/0-8-0, 2=1060/0-8-0 Max Harz 2=236(LC 11) Max Uplift 7= 532(LC 12), 2=-71 O(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-1678/1213, 3-4= 1249/1001, 4-5=-1064/977, 5-6= 1251/1030, 6-7=-1693/1222 BOT CHOI D 2-12=-998/1544, 11-12=-998/1544, 9-11=-616/1092, 8-9=-985/1474, 7-8=-985/1474 WEBS I I,IATGC 3-11=-547/458, 4-11=-200/350, 5-9=-237/354, 6-9=-579/496 1) Unbalai 2) Wind: A II; Exp ( 11-0-01 plate gr 3) Provide 4) This tru 5) ' This tt will fit b 6) Provide 7=532, ad roof live loads have been considered for this design. CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=26ft; eave=oft; Cat. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-0-0, Exterior(2) 14-6-0, Interior(1) 18-8-15 to 25-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 DOL=1.60 dequate drainage to prevent water ponding. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ss 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 mean the bottom chord and any other members, with BCDL = 10.Opsf. iechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6834 0904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 A ARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. De n valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component- not a trtt system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate Ihls design Into the overall bull ng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pA MiT eW [so ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fat Safe cation, storage, delivery- erection and bracing of trusses and truss systems, seeANSI/TPI I Qualify Criteria, DSB-89 and BCSI Building Component Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 i iuoa IIuab IyNr Wry ovvnuv T14124105 '5116 A2 COMMON r • 6 �riy 1 I - Job Reference (optional) hambers Tr 'ss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 23 09:17:19 2018 Page 1 ID:xMZGVRnJKn?kQ6pYcCop57zMW 87-9hOzQYdXgDgW dP8dLYvuDVX?MLKVoRIHvLuXTizDfkE -2-0-0 6-9.6 12-9-0 18.8-10 25-1-8 2-0-0 6-9.6 5-11-10 5-11-10 6-4-14 Scale=1:46.3 • 4x5 I I 6.00 12 5 18 19 2x3 \\ 2x3 3x6 i 4 6 3 20 17 7 r m 2 0 0 1 10 21 9 22 8 3x4 = 3x6 = 3x4 = 3x5 = 3x4 = 8-9-4 16-8-12 25-1-8 8-9-4 7-11-8 8-4-12 Plate Offset' X,Y -- 2:0-0-4,Ed e , 7:0-0-0,0-0-6 LOADING sf) SPACING- 2-0-0 CSI. DEFL. - in (loc) I/defl LidEPLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.14 B-10 >999 360244/190 TCDL /.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.24 10-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.03 7 n/a n/aBCDL 0-0 I Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 B-13 >999 240lb FT=20% LUMBER- BRACING - TOP CHOF 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc pudins. BOT CHO 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIO (lb/size) 7=925/0-3-8, 2=1046/0-8-0 Max Horz 2=263(LC 11) Max Uplift 7=-524(LC 12), 2=-703(LC 12) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHO1 2-4=-1601/1059, 4-5=-1423/1046, 5-6=-1412/1075, 6-7=-1588/1089 BOT CHORD 2-10— 846/1478, 8-10= 439/934, 7-8=-842/1361 WEBS 5-8=-363/629, 6-8=-369/412, 5-10=-363/658, 4-10=-376/413 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=2511t; eave=4ft; Cat. 11; Exp Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 12-9-0, Exterior(2) 12-9-0 t 15-9-0 Zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This true has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This t ss 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 b een the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=524, =703. I If Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 f ® RIVING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Des[ n valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a tr# system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall bull ing design. Bracing Indicated Is to buckling of Individual truss web and/or chord,members only. Additional temporary and permanent bracing MiTeW prevent Is al ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sofely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 u�� ryNc w y r y ��.., T14124106 '5118 ATA HALF HIP f i 1 1 Job Reference (optional) Chambers Tr Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:20 2018 Page 1 Iss, ID:xMZGVRnJKn?kQ6pYcCop57zM W 87-duaLeue9RXoNEZjpvFR7mj31 OlhZXsXR8?e4?BzDfkD -2- O 7-3-5 13-0-0 18-8.5 25-1-8 2-0 7-3-5 5-8-11 5-8-5 6-5-3 4x8 = Scale=1:45.9 2x3 11 3x5 = 6.00 P2 5 18 1920 6 21 7 I 3x4 i 17 3x6 i 4 3 1 16 2 11 -\/ — PI o 1 12 11 10 22 9 2324 25 BI 2x3 II 3x6 3x4 = 3x10 = 3x6 II i 3x4 = 7-3-5 13-0-0 18-8-5 25-1-8 7-3-5 5-8-11 5-8-5 6-5-3 Plate Offset X,Y — 5:0-5-4,0-2-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL b.6 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.06 12-15 >999 360 MT20 244/190. TCDL 11�.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.14 12-15 >999 240 BCLL 1I10.0 Rep Stress Incr NO WB 0.56 Horz(CT) 0.03 8 n/a n/a BCDL .0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 8-9 >999 240 Weight: 148lb FT=20% LUMBER- BRACING - TOP CHOF 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, BOT CHOF b 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 1 Row at midpt 5-9, 7-9 REACTIO Qb/size) 8=1058/0-3-8, 2=1052/0-8-0 Max Horz 2=460(LC 12) Max Uplift 8=-695(LC 9), 2= 658(LC 12) Max Gmv 8=1116(LC 17), 2=1065(LC 17) FORCES. I(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO 2-4=-1647/1007, 4-5— 1120l768, 5-6= 764/606, 6-7=-764/606, 7-8=-903l796 BOT CHO 2-12=-1218/1481, 10-12=-1218/1481, 9-10= 785/966 WEBS 4-12=0/288, 4-10=-620/518, 5-10= 225/464, 5-9— 309/272, 6-9� 380/413, 7-9=-856/1078 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind- A CE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h=20ft; B=45ft L=25ft; eave=4ft Cat. II; Exp CY Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 13-0-0, Exterior(2) 13-0-0 0 17-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide I idequate drainage to prevent water ponding. 4) This tru � has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t11Fd Ihas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit been the bottom chord and any other members, with BCDL = 10.Opsf. 6) Providechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=695,58. 7) Hangeror other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 69 Ib up at 24-0-0, 78 Ib down and 69 lb up at 22-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the L IIAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA E(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform �oads (plf) ert: 1-5_ 54, 5-7= 54, 8-13=-20 Concen rated Loads (lb) ert: 23=-75(F) 25= 75(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® DellgT RN/NG - Verfly destgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI--7473 rev. 10/03,2015 BEFORE USE valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not -- � a in bulk 's system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ling design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ,` 9i p� iTeR" Is at, iays required for stability and toprevent collapse with possible personal Injury and property damage. For general guidance regarding the systems. Criteria, DSB-89 and SCSI Building Component �N.. Blvd. Safe valInformattion available from Truss Platte nstiitute, 218 Lee Street, 1 312, Aleexandriat VAQuality Tampa, FL 33610 uu nuaa nuaa iyNo tiry ny uvvnnv T14124107 '5118 ATB HALF HIP t " 1 1 Job Reference (optional) hambers Tr, ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:21 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-548jrEfnCrwEsj I?SzyMlwcJ R90ZGEfaMfNeYazDfkC 2-0.0 8-4-2 15-0-0 20-0-12 25-1-8 2-0-0 8-4-2 6-7-14 5.0-12 5-0-12 4x8 = 2x3 II 3x4 = Scale: 1/4°=V 6.00 FIT 5 18 19 6 20 7 3x4 i 17 4x6 3 4 I 16 , m 2 1 12 11 10 21 9 • 22 23 24 8 2x3 II 3x6 = 3x4 = 48 = 3x6 II 3x4 = 8-4-2 15-0-0 20.0-12 25-1-8 8-4-2 6-7-14 5-0-12 5-0-12 Plate Offse X,Y -- 3:0-3-0,Ed e , 5:0-5-4,0-2-0 LOADING i Qsf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.10 12-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.22 12-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) 0.03 8 n/a n/a BCDL I Code FBC2017rrPI2014 MatriX-MS Wind(LL) 0.12 12-15 >999 240 Weight: 156lb FT=20% LUMBER- BRACING - TOP CHOF 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins, BOT CHOF 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. WEBS 1 Row at midpt 7-8, 5-9, 7-9 REACTIO (lb/size) 8=1058/0-3-8, 2=1052/0-8-0 Max Horz 2=516(LC 12) Max Uplift 8= 698(LC 9), 2=-641(LC 12) Max Grav 8=1134(LO 17), 2=1117) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I Ur- Unvru z-v=- ioaarou r, w-o=-ar noca, a-o= aoar4ao, o-r=-ouulwuo, r-o=-tloo ocr BOT CHOP D 2-12— 1172/1440, 10-12= 1172/1440, 9-10=-671/825 WEBS 4-12=0/337, 4-10=-735/595, 5-10= 258/525, 5-9= 460/392, 6-9=-315/343, 7-9=-818/1028 NOTES- III 1) Unbala ed roof live loads have been considered for this design. 2) Wind: A§CE 7-10; Vult=160mph (3-second gust) Vasd=1241 TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=25ft;, eave=4ft; Cat. ll; Exp Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 15-0-0, Exterlor(2) 15-0-0 tidequate 19-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide drainage to prevent water ponding. 4) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This tr ss 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 b P=641. een the bottom chord and any other members, with BCDL=10.Opsf. 6) Provideechanicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=698, 1 7) Hanger s) or other connection devices) shall be provided sufficient to support concentrated load(s) 78 lb down and 69 lb up at 24-0-0, Ind 78 lb down and 69 lb up at 22-0-0 on bottom chord. The design/selection of such connection device(s) is the responsj'bllity of others. 8) In the LQAD of section, loads applied to the face of the truss are noted as front (F) or back I LOAD CAIIII'E(S) Standard 1) Dead +F oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 bniforrr ILoads (plf) �V/ert- 1-5= 54, 5-7— 54, 8-13=-20 Concen �ated Loads (Ib) ert: 22— 75(F) 24=-75(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® III RN/NG - Verl/y design parameters and READ NOTES ON TH/S AND /NCLUDEO MITEKREFERANCE PAGEMIf-7473 rev. f0/0312015 BEFORE USE. Desi n valid for use only with T Tek®connectors. This design Is basetl only upon parameters shown, and Is for an Individud building component, not l' a tr system. Before use, the building designer must verify the appllcablilty of design parameters and properly Incorporate This design info the overall bull ing design. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. AddiitonaI temporary and permanent bracing MOW B al ays required for stability and to prevent collapse with possible personal Injury on, property damage. for general guldance re9ardln9 the tobr�oflon, storage, dellvery, erection and bracing of trusses and Truss systems, seeANSI/TPl1 9uallty Criteria, DSB-89 and BCSI Building Component Tamp Parke East Safety Informaflon available from Truss Plate Institute. 2" N. Lee Street, SulT. 312, Alexandria, VA 22314. 0 Tampa, FL 33T10 iuv iivaa nuoo type vey ny OV-114 15118 IATC HALF HIP a 1 1 Job Refi T14124108 m 0 Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTeK Inoustnes, Inc. Wed May z3 uy:l /:zz zuiu i I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-ZGh52afPz825UttGOgTbr89V6ZKF? hikbJ7B41 2-0-0 6-2-8 11-7-4 17-0-0 20-11-0 25.1-8 2-0-0 6-2-8 5-4-12 5-4-12 3-11-0 3x5 = LOADING sf) SPACING- 2-0-0 TCLL 0.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 0.0 Code FBC2017/fP12014 LUMBER - TOP CHO 2x4 SP M 30 BOT CHOjr 2x4 SP M 30 WEBS III 2x4 SP No.3 4x4 = 3x4 = 3x4 I I Scale = 1:52.4 6.00 12 6 18 719 20 8 3x8 = ono = 25-1 CSI. DEFL. in (loc) Well Ud TC 0.42 Vert(LL) -0.16 9-10 >999 360 BC 0.54 Vert(CT) -0.31 9-10 >969 240 WB 0.83 Horz(CT) 0.03 9 n/a n/a Matrix -MS Wind(LL) 0.15 9-10 >999 240 PLATES GRIP MT20 244/190 Weight: 159 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-6-15 oc bracing. WEBS 1 Row at midpt 8-9, 7-9 REACTIONS. (lb/size) 9=1058/0-3-8, 2=1052/0-8-0 Max Horz 2=573(LC 12) Max Uplift 9= 683(LC 12), 2=-623(LC 12) Max Grav 9=1179(LC 17), 2=1102(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO i D 2-3=-1743/881, 3-5=-1543/813, 5-6=-851/509, 6-7=-725/546 BOT CHO D 2-12=-1237/1608, 10-12=-927/1172, 9-10=-345/426 WEBS IIII 3-12_ 334/330, 5-12=-210/505, 5-10=-653/552, 7-10— 499/740, 7-9=-961/789 NOTES- 1 1) Unbalarl; ed roof live loads have been considered for this design. 2) Wlnd: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft L=25ft; eave=4ft; Cat. II; Exp Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 17-0-0, Extedor(2) 17-0-0 t ' 21-2-15 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) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This t ss 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 b tween the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=683, 623. 7) Hanger s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 69 lb up at 22-0-0, nd 78 lb down and 69 lb up at 24-0-0 on bottom chord. The design/selection of such connection device(s) is the respons'bility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +i ��e oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifor oads(plf) rt: 1-6=-54, 6-8=-54, 9-13=-20 Coented Loads (lb) I�ert: 24= 75(F) 26=-75(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® I �7RN/NG - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MfrEX REFERANCE PAGE Mf1-7473 rev. 10/03,2015 BEFORE USE. valitl for use oNy with MITek®connectors. fill deslgn Is based only upon parameters shown, and Is for an Individual building component, not �' system.Before usethe buildlnfl designer must verify the applicability of design parameters and properly incorporadesign intverag deslgn. &acing Indicated Is To prevenbuckiingof Individulssand/o"IThord members only. Additional temporary and permanent bracing 71'� ��'�'�,i"ys requlred for sTabll1' and fo prevent col lapse with possible personal InJury and property dnral gudanceregarding thenlforma�lon available frorm Truss Plate Institute. 218 N. Lee Street, S to 312, rr�e Nandrla,aA 22 Qdteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Blvd. wu b nubb Iytl.. Ly ny oYvm11v 75118 1''..ATD HALF HIP i -1 1 Job Ref, T14124109 Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:23 2018 Page 1 1 D:xMZGVRnJ Kn?kQ6pYcCop57zMW87-2TFTGvg1 kSAy50SOaN-gNLhfTyfBkEFtgzskcTzDfkA -2-0-0 6-10-8 12-11-4 19-0-0 25-1-8 2-0-0 6-10-8 6-0-12 6-0-12 6-1-8 4x6 = 3x4 = Scale = 1:67.1 6.00 12 6 17 18 7 3x5 -�- Z4X4 = Uxb = 3x8 = 3x6 11 25-1-8 Plate Offse:: (X,Y)- 2:0-2-10,0-1-8 LOADING i I)sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.17 9-11 >999 360 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.56 Vert(CT) -0.34 11-14 >892 240 BCLL �7.0 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.10 11-14 >999 240 Weight: 155lb FT=20% LUMBER- BRACING TOP CHO p 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins, BOT CHO D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-7 oc bracing. WEBS 1 Row at midpt 7-8, 5-9, 6-9, 7-9 FORCES. TOP CHC BOT CHC WEBS NOTES- 1) Unbalat 2) Wind: F II; Exp ( 19-0-0 t 3) Provide 4) This tru 5) ' This tr will fit bi 6) Provide 8=704. 7) Hanger 22-0-0, 8) In the L LOAD CA 1) Dead + UniforrT (lb/size) 8=1058/0-3-8, 2=1052/0-8-0 Max Harz 2=630(LC 12) Max Uplift 8� 704(LC 12), 2=-603(LC 12) Max Grav 8=1212(LC 17), 2=1097(LC 17) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-1703/788, 3-5=-1476/707, 5-6=-662/360, 6-7=-551/423, 7-8=-1012/858 2-11=-1203/1578, 9-11= 843/1068 3-11— 377/378, 5-11=-247/605, 5-9=-749/603, 7-9=-797/1040 ed root live loads have been considered for this design. CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=25ft; eave=oft; Cat. - Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 19-0-0, Extedor(2) 23-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 dequate drainage to prevent water ponding. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rs 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 preen the bottom chord and any other members, with BCDL = 10.Opsf. lechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) :603. or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 69 lb up at id 78 lb down and 69 lb up at 24-0-0 on bottom chord. The design/selection of such connection device(s) is the ility of others. kD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). :(S) Standard oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 oads (plf) ert: 1-6=-54, 6-7==54, 8-12= 20 ited Loads (lb) ert:21=-75(F) 22— 75(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 W 1 RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMH-7473 rev. 1010312015 BEFORE USE. __ Dest valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a tr bull' IT system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� A� Mi 8 aiv fabrl g prevent ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component TT eti' 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 IUU 15118 % —ha ml a I Iuoo Iluaa IyPe 4TE HALF HIP �ry I ny I OVYfMIIV T14124110 Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:23 2018 Page 1 I D:xMZGVRnJKn?kQ6pYcCop57zMW87-2TFTGvg1 kSAy5OSOaN_gNLhhgyizkAdtqzskcTzDfkA 2-0-0 7-6-8 14-3-4 21-0-0 25-1-8 2-0-0 7-6-8 6-8-12 6-8-12 4x8 = 3x4 11 Scale = 1:62.8 6.00 � 6 18 7 3x4 = 2x3 11 3x6 = 3x4 = 3x4 = bxb = LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.07 12-15 >999 360 MT20 244/190 TCDL �7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.16 12-15 >999 240 BCLL �0.0 Rep Stress Incr NO WB 0.73 HOrz(CT) 0.04 . 8 n/a n/a BCDL 0.0 I Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.09 12-15 >999 240 Weight: 169lb FT=20% LUMBER- BRACING - TOP CHO 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc puffins, BOT CHO b 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. WEBS 1 Row at midpt 7-8, 5-9, 6-9, 6-8 FORCES. TOP CHO BOT CHO WEBS NOTES- 1) Unbalar 2) Wind: A II; Exp ( 21-0-0 t 3) Provide 4) This tru 5) ' This tr will fit bi 6) Provide 8=726,. 7) Hangen 22-0-0, 8) In the L LOAD CA 1) Dead + iJniforrr (lb/size) 8=1058/0-3-8, 2=1052/0-8-0 Max Horz 2=687(LC 12) Max Uplift 8=-726(LC 12), 2=-580(LC 12) Max Grav 8=1208(LC 17), 2=1087(LC 17) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-1677/685, 3-5= 1105/453, 5-6=-477/207 2-12=-1158/1556, 10-12=-1158/1556, 9-10— 747/993, 8-9=-305/392 3-12=0/301, 3-10=-647/472, 5-1 0=-1 79/523, 5-9= 887/649, 6-9=-510/932, 6-8=-1104/858 9d roof live loads have been considered for this design. CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=25ft; eave=oft; Cat. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-12 to 0-11-4, Interior(1) 0-11-4 to 21-0-0, Extehor(2) 24-11-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 dequate drainage to prevent water ponding. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is 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 Neen the bottom chord and any other members, with BCDL = 10.Opsf. lechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except of=lb) :580. or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 69 lb up at id 78 lb down and 69 lb up at 24-0-0 on bottom chord. The design/selection of such connection device(s) is the ility of others. ND CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -.(S) Standard oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 oads (plf) ert: 1-6=-54, 6-7=-54, 8-13=-20 ited Loads (lb) art: 20= 75(F) 22=-75(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® W RN/NG . Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Dell vaild for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a it butic system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 1 g design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is al fabrl ; ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the afion. storage• delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 VU I I— I I- I ypC idly My ovvmnI T14124111 '5118 B HALF HIP 1 1 Job Reference optional) t'hambers T ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:24 2018 Page 1 I ID:xMZGVRnJKn?kQ6pYcCop57zMW87-WfprTFhfVmJpjA1 a85V3wZEruM28Tj102dclBvzDfk9 . -2,11 -0 5-6-0 9-0.0 15-11.4 17-7.4 23-2-0 2- '0 5-6-0 3-6-0 6-11-4 1-8-0 5-6-12 • Scale = 1:42.2 • 4x6 3x4 = 3x4 = 4 16 5 17 6 6.00 FIT 2x3 N 3 15 14 2 0 1 10 9 8 6x8 — 7 3x5 = 3x8 = M= 3x4 11 9-0-0 17-7-4 17r� 0 23-2-0 9-0-0 8-7.4 0-1-12 5-5-0 Plate Offset X,Y -- 2:0-0-0,0-0-4 , 8:0-3-8,0-3-0 LOADING sf) SPACING- 2,0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.10 10-13 >999 360 MT20 244/190 TCDL 1�.0 Lumber DO 1.25 BC 0.38 Vett(CT) -0.22 10-13 >973 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 8 n/a n/a BCDL 0.0 I Code FBC2017ITP12014 Matfix-MS Wind(LL) 0.05 10-13 >999 240 Weight: 123 lb FT = 20 % LUMBER - TOP CHOF 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS II 2x4 SP No.3 REACTIONS. (Ib/size) 2=708/0-8-0, 8=1107/0-3-8 Max Harz 2=346(LC 12) Max Uplift 2= 478(LC 12), 8=-737(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHO ID 2-3=-874/589, 3-4=-653/444, 4-5— 545/465 BOT CHO Q 2-10=-750/778 WEBS 3-10=-286/344, 5-10=-663/779, 5-8=-835/810 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row atmidpt 5-10 NOTES 1) Unbalan 'ed roof live loads have been considered for this design. 2) Wind: A SCE 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. GC II; Exp C I Encl., pi=0,18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 9-0-0, Exterior(2) 9-0-0 to 13-2-1 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide Idequate drainage to prevent water ponding. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t s 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 be een 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=478, 4737. Joaquin -Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ' May 23,2018 A W NING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE Desl valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a to ` build system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A, M!T Is ON, g prevent ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ek* 6904 Parke East Blvd. fabrl Safetyi tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 tUU 11UJJ IIUJJ 1yp- '5118 131 HALF HIP , Chambers TI' ss, Inc., Fort Pierce, FL -2=P-0 6-2-9 2- '-0 6-2-9 s i 6.o0 12 15 2 1 I 3X4 = 3x4 i 16 3 / �"y rry ovvnm T14124112 1 1 Job Reference (optional) 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 23 09:17:25 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zMW87-_rN EhbiHG3RgLKcnho01Tmn2HmQ7C3hAH H LrhLzDfkB 16-11-4 7-7- 23-2-0 5-11-4 8- 5-6-12 Scale = 1:42.5 45 = 3x4 = 3x4 = 4 17 18 5 19 6 11 10 9 2X3 I l 3x6 = 3x8 = 1 7 6X8 = 3x4 Plate Offsets X,Y — 8:0-3-8,0-3-0 LOADING sf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLIL 0.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.03 11-14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.08 11-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.04 11-14 >999 240 Weight: 133lb FT=20% LUMBER- I BRACING - TOP CHO 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHO p 2x4 SP M 30 except end verticals. WEBS 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACT11 (lb/size) 2=708/0-8-0, 8=1107/0-3-8 Max Horz 2=403(LC 12) Max Uplift 2— 462(LC 12), 8=-740(LC 9) FORCES. I (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO 2-3=-905/495, 3-4=-477/294, 4-5=-381/340 BOT CHOR 2-11� 717/806, 10-11=-717/806 WEBS 3-10=-502/441, 5-10— 604/667, 5-8= 820/804 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp Gl Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 11-0-0, Extedor(2) 11-0-0It 15-2-15 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 trud, has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trill 9 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 bE iween the bottom chord and any other members. 6) Provide TlechaniCal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=462, 8,L7740. Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cert 6834 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® W RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/MO15 BEFORE USE Desi valid for use only with MITek8 connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a t L bull system. Before use, the building designer must verify fhe applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" g Is all ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrl atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 I ypd Wry r-'y �vvnnv T14124113 '5118 B2 HALF HIP , . 1 1 �J.b 1 Reference (optional) Chambers Ti Uss, Inc., Fort Pierce, FL 8.1 30s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:26 2018 Page 1 ID:xMZGVRnJKn?kQ6pYcCop57zMW87-S2xcuxiwl NZXyUBzFWYX?_J70AIixUdJWx5ODozDfk7 -2.0-0 7-3-5 13-0-0 18-1-0 23-2-0 2-0-0 7-3-5 5-8-11 5-1-0 5-1-0 4x8 = 2x3 I I 3x4 =Scale = 1:44.5 6 1819 6 20 7 6.00 F12 3x4 i 17 3x6 i 4 3 16 2 0 1 12 11 10 9 8 3x4 = 2x3 11 3x6 = 3x4 = 3x8 = 3x6 I I 7-3-5 13-0-0 18-1-0 23-2-0 1 1 7-3-5 5-8-11 5-1-0 5-1-0 Plate Offse X,Y -- 5:0-5-4,0-2-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -,0.06 12-15 ->999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.14 12-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.03 8 n/a n/a BCDL 0.0 Code FBC2017rfP12014 Matrix -MS Wind(LL) 0.08 12-15 >999 240 Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHOP P 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins, BOT CHOP D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-7 oc bracing. REACTIONS. I (lb/size) 8=847/0-3-8, 2=968/0-8-0 Max Horz 2=460(LC 12) Max Uplift 8=-570(LC 9), 2— 606(LC 12) FORCES. Pb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHOP D 2-4=-1434/858, 4-5=-904/621, 5-6=-528/437, 6-7=-528/437, 7-8=-803/713 BOT CHOP[2-12=-1085/1253, 10-12= 1085/1253, 9-10=-653/743 WEBS 4-12=01287, 4-10= 620/516, 5-10=-239/424, 5-9= 379/353, 6-9= 318/357, 7-9= 717/867 NOTES- .::.,.._..., :I v 2) Wind: P II; Exp ( 13-0-0 t 3) Provide 4) This tru 5) . This tt will fit bi 6) Provide 8=570, CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 13-0-0, Exterior(2) 17-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 dequate drainage to prevent water ponding. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rs 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 Neen the bottom chord and any other members. lechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Joaquin Velez PE No.681 B2 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Data: May 23,2018 ® WA NING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE Des! ii valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• a irsystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall build' I g design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is al�ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabriaillon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe tti%Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 wu nuca nuaa rypa wry ny uvv nnv T14124114 '5118 B3 HALF HIP . 1 1 Job Reference (optional) Chambers T ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:26 2018 Page 1 ID:xMZGVRnJKn?kQ6pYcCop57zMW87-S2xcuxiwl NZXyUBzFWYX?_JBOAkpxZeJWx5ODozDfk7 _ 2-0-0 7-10-14 15-0.0 18-11-4 23-2-0 2-0-0 7-10-14 7-1-2 3-11-4 4-2-12 4x6 = 3x4 = 3x4 11 Scale = 1:46.6 4 16 5 17 18 6 3x4 = 2x3 11 _ _ _ cm = ""` — Plate Offse; (X Y)— 13:0-4-0 0-3-0) LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL lf0.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.15 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.25 7-8 >999 240 BCLIL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 10-13 >999 240 Weight: 138lb FT=20% LUMBER- L BRACING - TOP CHO p 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins, BOT CHO bb 2x4 SIP M 30 except end verticals. WEBS 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. WEBS 1 Row at midpt 6-7, 3-8, 5-7 REACTIO 3. (Ib/size) 7=847/0-3-8, 2=968/0-8-0 Max Harz 2=516(LC 12) Max Uplift 7=-549(LC 12), 2=-588(LC 12) Max Grav 7=905(LC 17), 2=972(LC 17) FORCES. I (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO ID 2-3= 1414/774, 3-4=-792/467, 4-5=-654/529 BOT CHO D 2-10= 1062/1281, 8-10— 106211281, 7-8= 338/392 WEBS 3-10=0/309, 3-8=-717/606, 5-8=-426/584, 5-7= 8027706 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsf; h=20ft; B--45ft; L=2411; eave=4ft; Cat. II; Exp C Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 15-0-0, Exterior(2) 15-0-0 t 19-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide idequate drainage to prevent water ponding. 4) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This t ss 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 bE teen the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=549, 588. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33810 Date: May 23,2018 ® <N I RNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03&015 BEFORE USE. Des! valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a trt system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bull I design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!g g prevent Is at ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ek* fabfl gallon, 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 IVU IIUJJ '5118 B4 Chambers ss, Inc., Fort Pierce, FL 2-0-0 1� 0 IIUJJ lypw HALF HIP 5-4-12 illy "y JYY 114 • 1 1 Job Refl 8.130 s Mar 11 2018 1 4x6 = 6.00 12 6 17 T14124115 ndustries, Inc. Wed May 23 09:17:27 I_6 HjYo hhOaem9 p D3mYBs Lxa3J gy C 23-2-0 3x4 = Scale = 1:51.0 16 19 7 3x8 = 3Xb I I 3x4 = 23-2-( 6-2-0 LOADING I sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Lid PLATES GRIP TCLL , 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.10 11-14 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.22 11-14 >999 240 BCLL 10.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.06 11-14 >999 240 Weight:141 lb FT=20% LUMBER- BRACING - TOP CHO I D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc puffins, BOT CHO 11 D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. WEBS 1 Row at micipt 7-8, 6-9, 7-9 REACTIO fS. (Ib/size) 8=847/0-3-8, 2=968/0-8-0 Max Horz 2=573(LC 12) Max Uplift 8=-569(LC 12), 2=-569(LC 12) Max Gray.8=966(LC 17), 2=999(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHO D 2-3=-1528/729, 3-5_ 1329/660, 5-6=-612/346, 6-7= 511/402, 7-8=-860/758 BOT CHO D 2-11 =-1 101/1413, 9-11=-783/966 WEBS 3-11— 332/333, 5-11= 224/534, 5-9— 660/548, 7-9=-698/888 NOTES- 1) Unbala ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24f; eave=4ft; Cat. II; Exp I Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 17-0-0, Extedor(2) 17-0-0 t 21-2-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This t ss 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 b(; �ween 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 (jt=1b) 8=569, =569. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® INI RNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Desl �in valid for use only with MiTeke connectors. This do M Is based only upon parameters shown, and Is for an Individual building component, not � a tr system. Before use, the building designer must verlN the appllcablliN of design parameters and properly IncorporaTe this design Into the overall bull jns design. Bracing Indicated Is to buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing Mffek` prevent 5 all ays required for stabillN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri ation, storage, dellvery.erection anbracingof trusses and truss systems, seeANSI/TPII 9uallN Criteria, DSB-89 and BCSI Building Component Tamp Parke East Blvd. Safe Information available from Truss Plate Institute. 218 N. Lee sireeT. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 uu nuaa Iuaa iyP- . Ly riy ovvnnv T14124116 '5118 B5 HALF HIP , ` 1 1 Job Reference (optional) Chambers I uss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:28 2018 Page ID:xMZGVRnJKn?kQ6pYcCop57zMW87-OQ3MJdkAZ_pECoKLNxa?4PPYWzOBPW GczFaVHgzDfk5 2-0.0 6-10-8 12-11-4 19-0-0 23-2-0 2-0-0 6-10-8 6-0-12 6-0-12 4-2-0 US = 3x4 = Scale = 1:57.1 6.00 F12 6 17 7 as 3x4 i 16 3x6 5 4 2x3 \\ 3 15 m 2 IF 0 1 11 10 18, .9 19 8 3x5 i 3x4 = 3x6 = 3x8 = 3x6 II 9-10-14 19-0-0 23-2-0 9-10-14 9-1-2 4-2-0 Plate Offse X,Y -- 2:0-2-10,0-1-8 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.18 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.51 Vert(CT) -0.32 11-14 >861 240 BCLL 0.0 * Rep Stress Incr YES WB 0.38 Horz(CT) 0.02 8 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 11-14 >999 240 Weight: 148lb FT=20% LUMBER- BRACING - TOP CHOF D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oG puffins, BOTCHOF D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-8 oc bracing. WEBS 1 Row at midpt 7-8, 5-9, 6-9, 7-9 REACTION . (Ib/size) 8=847/0-3-8, 2=968/0-8-0 Max Horz 2=630(LC 12) Max Uplift 8= 591(LC 12), 2=-546(LC 12) Max Grav 8=982(LC 17), 2=999(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO 2-3=-1494/629, 3-5=-1269/549, 5-6=-444/192, 6-7=-353/271, 7-8=-940/771 BOT CHO 2-1 1=1061/1389, 9-11=-699/877 WEBS 3-11=-373/377, 5-11=-255/614, 5-9= 757/614, 6-9=-119/273, 7-9= 714/935 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: AS CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 19-0-0, Exterior(2) 19-0-0 tc 23-0-4 zone;C-.0 for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide i dequate drainage to prevent water ponding. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This t s 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 be een the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide i iechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=591, —546. C Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 f ® W NlNG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Desi c i valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �9 a tr . system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MI build, is al g prevent ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ®g ek` fabrl' 3tIon. 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. Safet Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 VU IIuJJ '5118 �136 ( I I — Iyp- Wry ny .__% HALF HIP ' ? 1 I 1 Job Reference (optional) T14124117 • LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO WEBS Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, I I D:xMZGVRnJKn?kQ6pYcCop57zM W 87-sddkW zloK 7-6-8 14.3-4 21-0-0 23-2-0 7-6-8 6-8-12 6-8-12 2-2-0 4x8 = 3x4 11 6.00 12 5 6 11 .,. 9 .. 8 7 3x4 = 2x3 II 3x6 = 3x4 = 3x4 = 6x8 — rf) SPACING-' 2-0-0 CSI. DEFL. in (loc) I/defl Lid 0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.08 11-14 >999 360 .0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.18 11-14 >999 240 .0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.03 7 n1a n/a .0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 11-14 >999 240 BRACING- 09:17:29 2018 Page 1 NIV8g5mCvJ3g7zDfk4 Scale = 1:62.2 PLATES GRIP MT20 244/190 Weight: 160 lb FT = 20 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, 2x4 SP M 30 except end verticals. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-13 oc bracing. WEBS 1 Row at midpt 6-7, 4-8, 5-7 (lb/size) 7=852/0-3-8, 1=852/0-8-0 Max Harz 1=597(LC 12) Max Uplift 7= 625(LC 12), 1=-350(LC 12) Max Grav 7=954(LC 17), 1=878(LC 17) FORCES. P(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO b 1-2= 1463/583, 2-4=-890/303, 4-5=-261/48 BOT CHO D 1-11=-1035/1378, 9-11= 1035/1378, 8-9= 602/798 WEBS 2-11=-8/303, 2-9— 667/539, 4-9=-213/541, 4-8_ 898/661, 5-8— 427/790, 5-7=-987/794 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 21-0-0, Extedor(2) 21-0-0 to 23-0-4 z ne;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water pending. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t s 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 b �ween the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=625, 1,r350. Joaquin Velez PE No.68182 {MiTek USA, Inc. FL Cott 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 1A W DesIC I NING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trLp, build Is al y1. Sabet system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ig design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the leexasl d lal VA Quality Criteria, DSB-89 and BCSt Building Component ni ormation available from Truss Platte inon and astiitute, 218 Nof am. Lee Street. systems,s and truss ite 312, Alexandria, iM�p� ITeW 6904 Parke East Tampa, FL 33610 Blvd. ruu „uaa r511 B B7 ype wry "y .,.v,,114 T14124118 (Common r , 2 1 Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:29 2018 Page 1 I D:xMZGVRnJKn?kQ6pYcCop57zMW 87-sddkW zloKlx5pxvYwe5EdcxeBNkG8vmmCvJ3g7zDfk4 7-9-3 14-11-13 22-2-8 23-2-0 7-9-3 7-2-11 7-2-11 0-11-8 3x6 = Scale = 1:67.6 3x4 II 6.00 12 5 6 3x4 = 2x3 11 3x6 = 3x4 = 6x8 13 23-2.0 1 8-2-3 Plate Offse" X,Y -- 5:0-3-0,Ed e LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.12 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.23 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.03 7 • n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Wind(LL) 0.16 10-13 >999 240 Weight: 133lb FT=20% LUMBER- I'I BRACING - TOP CHOR 2x4 SP M'30 TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP NO.3 BOT CHORD Rigid ceiling directly applied or 6-8-11 oc bracing. WEBS 1 Row at micipt 2-8, 6-7, 4-7 REACT S. (lb/size) 1=852/0-8-0, 7=852/0-3-8 Max Harz 1=607(LC 12) Max Uplift 1=-346(LC 12), 7=-630(LC 12) Max Grav 1=874(LC 17), 7=982(LC 17) FORCES. ',(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=-1437/570, 2-4=-841/273, 6-7= 185/277 BOT CHO 1 -1 0=-1 010/1365, 8-1 0=-1 010/1365, 7-8= 538/764 WEBS 2-10=-11/307, 2-8= 684/558, 4-8— 196/589, 4-7=-1027/718 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24111; eave=4ft; Cat. 11; Exp C� Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 22-2-8, Exterior(2) 22-2-8 to 23-0-4 z ne;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This trust has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This is has been designed for alive 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 be'�ueen the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=346,-630. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® W RN/NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED WW REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. DesIC valld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a lar. 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 at bys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrk; fion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 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 uu nwa• iivaa iyNG - -'y ny ovv r�uv T14124119 5118 C Piggyback Base r ► 1 1 Job Reference o tional Chambers I iluss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:30 2018 Page 1 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-KpA7kJmQ5c3yR5UkUMcT9gUo9nzDtJSvRZ3cMZzDfk3 0-0 6-8-5 12-10-3 19-0-0 25-5-0 31-4-0 31 -0 42-9-0 4-5-0 1 -0-0 6-8-5 6-1-13 6-1-13 6-5-05-11-01-8-0 Scale = 1:81.6 5x6 = 7x8 MT18HS = 6.00 12 6 26 27 287 4x6 i 25 29 5 8 4 5x10 = 5x6 = rh 9 4x5 � � 3 11 ° 1 24 `? 2 m vI 1 20 31 19 32 16 33 34 18 17 15 14 13 12 5x8 MT18HS = 5x6 WB = 3x6 I I 3x6 = 5x8 = 9-9-4 19-0-0 25-5.0 31-4-0 37-3-0 42-9-0 a4.5.0. 9 9-4 9-2-12 6-5-0 5-11-0 5-11-0 5-6-0 1-8-0 Plate Offse X,Y — 4:0-3-0,Edge], 6:0-3-8,0-2-4 , 7:0-5-0,0-2-0 , 9:0-5-4,0-3-4 , 10:0-3-0,0-2-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.85 18-20 >625 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vett(CT) -1.32 14-15 >401 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.14 12 n/a n/a BCDL 0.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 1.04 14 >512 240 Weight: 250lb FT=20% LUMBER- BRACING - TOP CHOF 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins, BOT CHOF 2x4 SP M 30 `Except` except end verticals. 12-16: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 8-17, 9-13 OTHERS 2x4 SP No.3 REACTIO (lb/size) 2=1752/0-8-0, 12=1635/0-8-0 Max Harz 2=369(LC 11) Max Uplift 2= 1099(LC 12), 12=-938(LC 12) Max Grav 2=1927(LC 17), 12=1 803(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO 2-3= 3514/2138, 3-5=-3286/2055, 5-6=-2374/1697, 6-7=-2083/1617, 7-8=-2409/1740, 8-9=-3084/1981, 9-10=-918/670, 10-11=-990/677, 11-12= 1965/1331 BOT CHO 2-20=-1999/3323, 18-20=-1644/2781, 17-18=-1205/2183, 15-17=-1656/2740, 14-15— 1656/2740, 13-14=-1642/2731 WEBS 3-20= 372/365, 5-20=-248/663, 5-18=-875/637, 6-18= 382/794, 7-17=-445/833, 8-17=-1228/758, 8-15= 189/667, 9-14= 257/354, 9-13=-2208/1278, 11-13— 1210/1786 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C 'Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 19-0-0, Extedor(2) 19-0-0 to 29-10 , Interior(1) 29-10-5 to 37-3-0, Exterior(2) 42-9-0 to 44-3-4 zone;C-C for members and forces & MWFRS for reactions shown; umber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water pending. 4) All plate I are MT20 plates unless otherwise indicated. 5) All plate are 3x4 MT20 unless otherwise indicated. 6) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This trL s 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 be een the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide I echanicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1099, 2=938. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201! ® W 7KING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Desig'I valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Im �' a Tr system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTew bulldi Is alw g prevent iys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrica tlon, storage, delivery; erection and bracing of trusses and Truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetl Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Iuao u�� I ypu wry y w. 14 T14124120 '5118 C1 Piggyback Base r 1 1 Job Reference (optional) Chambers I Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:32 2018 Page 1 fuss, I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-HBI t9_ngcDJgg Pe7cmexFFZBVbgDLEGCutYj RRzDfk1 2-0-0 6-8-5 12-10-3 19-0-0 25-5-0 30-4-0 35-3.0 40-9-0 44-5-0 _ 0-0 6 8-5 6-1-13 6-1-13 6-5-0 4-11-0 . 4-11-0 5-6-0 3-8-0 Scale = 1:81.2 5x8 MTi 8HS i 5x8 MTi 8HS 6.00 F12 6 25 26 277 28 3x4 i 3x4 4x6 i 24 8 5 4 5x6 = 5x8 = 9 m 3x4 4x5 3 29 30 11 23 co Cl) 2 of - 19 31 18 32 17 16 15 33 14 13 12 3x4 =. 5x6 WB= 3x4 = 3x4 = 5x8 MT18HS= 4x10 = 4x4 = 3x6 II 3x6 = 9-9-4 19-0-0 25-5-0 35-3-0 40-9-0 44-5-0 9-9-4 9-2-12 6-5-0 9-10-0 5-6-0 3-8-0 Plate Offsets (X Y)- [4.0-3-0 Edge] [6:0-4-0 0-1-15] [7:0-4-0 0-1-15] [10.0-6-0 0-2-81 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1ldefl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.91 14-16 >586 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -1.24 14-16 >427 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.12 12 rVa n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.97 17-19 . >548 240 Weight: 258lb FT=20% LUMBER- BRACING - TOP CHOFID 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc puffins, BOT CHOID 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 8-16, 10-14 REACTIO S. (lb/size) 2=1752/0-8-0, 12=1635/0-8-0 Max Horz 2=369(LC 11) Max Uplift 2= 1099(LC 12), 12= 938(LC 12) Max GraV 2=1907(LC 17), 12=1712(LC 18) FORCES. (lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-3470/2156, 3-5=-3241/2073, 5-6=-2332/1716, 6-7=-2047/1641, 7-8= 2327/1755, B-9=-3172/2270, 9-10=-2740/1917, 10-11=-1413/1050, 11-12=-1654/1249 BOT CHOI D 2-19= 1991/3284, 17-19=-1637/2741, 16-17=-1205/2146, 14-16=-1516/2330, 13-14=-844/1191 WEBS 3-19=-374/367, 5-19= 243/662, 5-17=-869/628, 6-17= 379/771, 7-16=-434/808, 8-16=-765/633, 8-14=-506/787, 9-14=-1630/1293, 10-14= 1225/2011, 10-13— 943/671, 11-13=-1078/1520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: A ! CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=2oft; B=45ft; L=44ft; eave=51t; Cat. II; Exp C�� Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 19-0-0, Extertor(2) 19-0-0 to 29-10 , Interior(1) 29-10-5 to 35-3-0, Exterior(2) 40-9-0 to 44-3-4 zone;C-C for members and forces & MWFRS for reactions shown; �' mber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) All plate are MT20 plates unless otherwise indicated. 5) This tru� has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trt�s 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 b �ween the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1099, 12=938. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 $904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 i LI Q W i RNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. -- Desl � valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a tr system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall build' g design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is al ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri tlon, storage, delivery- erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 uv ype guy ry .—M T14124121 '5118 C2 Piggyback Base 1 1 Job Reference optional) Chambers uss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:33 2018 Page 1 ID:xMZGVRnJKn?kO6pYcCop57zM W87-IOsFMKoJNXRXIZDJ9UAAnS617_OH4gVL7XHGzuzDfkO 0-0 6-8-5 12-10-3 19-0-0 25-5-0 33-3-0 38-9-0 44-5.0 -0-0 6-8-5 6-1-13 6-1-13 6-5-0 7-10-0 N.0 5-5-0 ' Scale = 1:81.2 ' 7x8 MT1 SHS = 5xB MTIBHS= 6.00 F12 6 24 25 267 3x4 4x6 i 23 27 5 gxg = 5x8 = 4 S Sx6 30 m 3x4 \\ 28 2 31 0 3 10 rn :: 22 m m cb 2 vI 1 14 13 12 11 18 32 17 33 16 15 3x4 = 5x8 MTISHS= 3x4 = 3x4 = 5x6 WB= 4x4 = 4x4 = 3x6 II axs = 9-9-4 19-0-0 25-5-0 33-3-0 38-9-0 44-5-0 9-9-4 9-2-12 6-5-0 7-10-0 Plate Offse X,Y - 4:0-3-0,Edge], 6:0-5-0,0-2-0 , 7:0-5-0,0-2-0 , 9:0-6-0,0-2-8 LOADING sf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.92 16-18 >576 360 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.83 Vert(CT) -1.16 16-18 >456 240 MT18HS 244/190 BCLL 17.0 .0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.12 11 n/a n/a BCDL .0 Code FBC2017/fP12014 Matrix -MS Wind(LL) -0.99 16-18 >536 240 Weight: 254lb FT=20% LUMBER- BRACING - TOP CHOF 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,. BOT CHO 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-1 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 8-15, 9-13 REACTION . (lb/size) 2=175210-8-0, 11=1635/0-8-0 Max Horz 2=369(LC 11) Max Uplift 2= 1099(LC 12), 11=-938(LC 12) Max Grav 2=1894(LC 17), 11=1687(LC 18) FORCES. Ib) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO 2-3=-3442/2170, 3-5_ 3214/2086, 5-6=-2295/1741, 6-7=-2011/1662, 7-8=-2334/1736, 8-9=-2544/1919, 9-1 0=-1 712/1280, 10-11— 1625/1265 BOT CHO 2-18=-1993/3258, 16-18=L 1641/2715, 15-16= 1214/2111, 13-15=-1722/2520, 12-13=-1009/1440 WEBS 3-18=-371/369, 5-18= 236/670, 5-16=-882/619, 6-16— 401/769, 7-15=-339/676, 8-15=-866/697, 8-13=-962/784, 9-13= 1022/1536, 9-12=-644/531, 10-12= 1098/1587 NOTES- 1) Unbalan d roof live loads have been considered for this design. 2) Wind: AS CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-13 to 2-4-8; Interior(1) 2-4-8 to 19-0-0, Exterior(2) 19-0-0 to 29-10- , Interior(1) 29-10-5 to 33-3-0, Extedor(2) 38-9-0 to 43-2-5 zone;C-C for members and forces & MWFRS for reactions shown; � tuber DOL=1.60 plate grip DOL=1.60 3) Provide equate drainage to prevent water ponding. 4) All plate are MT20 plates unless otherwise indicated. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This tru s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet veen the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide r echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=1099, 1=938. • Joaquin Velez PE No.68182 * MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2011 A INA Desigi NING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tr ystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildf design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing es M!T ek' Is alw required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabric flon, 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 nformatlon available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 vv nuaa nuaa iyPe Wry ny JVVMIIV T14124122 5118 C3 Piggyback Base 1 1 Job Reference (optional) Chambers uss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:34 2018 Page 1 I D:xMZGVRnJKn?kQ6pYcCop57zM W 87-DaQdagpx8gZOwjoVj BhPKge W fOLRp86VMB 1 gVKzDfk? -0-0 6-8-5 12-10-3 19-0-0 25-5-0 31-3-0 36-9-0 44-5-0 -0-0 6-8-5 6-1-13 6-1-13 6-5-0 5-10-0 5-6-0 7-8-0 ` Scale = 1:81.1 5x8 MT1 BHS = 7x8 MT18HS = 6.00 12 6 24 25 267 3x4 i 4x6 i 23 27 5x6 = 5x8 = 8 5 4 28 29 m 3x4 \\ 30 5x6. o 3 10 rn 22 `n r m 2 18 31 17 32 16 15 14 33 13 34 12 11 = 5x6 W B = 3x4 = 3x4 = 4x6 3x4 = 4x4 = 4xG I I M3x4 = 9-9-4 19-0-0 25-5-0 31-3-0 36-9-0 44-5-0 9-9-4 9-2-12 6-5-0 5-10-0 5-6-0 7-8-0 Plate Offse X,Y — 4:0-3-0,Ed e , 6:0-5-0,0-2-0 , 7:0-5-0,0-2-0 , 9.0-5-8,0-2-4 , 10:Ed e,0-1-12 , ll:Ed e,0-3-8 LOADING I )sf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.85 16-18 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -1.11 16-18 >481 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.11 11 n/a n/a BCDL 0.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) -0.88 16-18 >604 240 Weight: 259lb FT=20% LUMBER- BRACING - TOP CHOFi 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc puffins, BOT CHO 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. 10-11: 2x4 SP M 30 WEBS 1 Row at midpt 5-16, 8-15, 9-13, 10-12 OTHERS 2x4 SP No.3 REACTION (Ib/size) 2=1752/0-8-0, 11=1635/0-8-0 Max Horz 2=369(LC 11) Max Uplift 2=-1099(LC 12), 11=-938(LC 12) Max Grav 2=1914(LC 17), 11=1739(LC 18) FORCES. lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO 2-3— 3485/2179, 3-5=-3256/2095, 5-6= 2346/1755, 6-7= 2059/1669, 7-8=-2354/1769, 8-9— 2438/1857, 9-1 0=-1 963/1402, 10-11= 1664/1266 BOT CHO 2-18= 2001/3297,,1,6-18=-1648/2755, 15-16=-1221/2158, 13-15=-1594/2431, 12-13=-1084/1650 WEBS 3-18=-373/369, 5-18=-237/663, 5-16= 871/620, 6-16= 396/781, 7-15=-409/721, 8-15=-831/667, 8-13= 878/660, 9-13= 792/1220, 9-12=-421/439, 10-12= 1084/1722 NOTES- 1) Unbalan ad roof live loads have been considered for this design. 2) Wind: A. E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 19-0-0, Exterior(2) 19-0-0 to 29-10- , Interior(1) 29-10-5 to 31-3-0, Exterior(2) 36-9-0 to 41-2-5 zone;C-C for members and forces & MWFRS for reactions shown; mber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) All plate are MT20 plates unless otherwise indicated. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru s 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 be Yveen the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=1099, 1=938. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6834 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,2011 ®W NING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev. 1010312015 BEFORE USE. Desigr�l valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a it bulidi ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITe ° Is alwT Vs required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabric Lion, storage, delivery, erection and bracing of trusses and truss systems, socANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety nformatlon available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 uu IIUJJ IIUJJ Iyptl - �Ly My 0VVrM11V • T14124123 15118 C4 Piggyback Base r 1 1 Job Reference (optional) Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:35 2018 Page i I D:xMZGVRnJKn?kQ6pYcCop57zM W 87-hm_OnOpZv8hFXtNi HvCestBhsogeYa2earmN 1 mzDfk_ 42-0-0 6-8-5 12-10-3 19-0.0 25-5-0 29-3-0 33-3-0 4.9- 42-3-0 44-5-0 0-0 6-8-5 6-1-13 6-1-13 6-5-0 3-10-0 2-2-0 Scale = 1:83.0 5x6 = 7x8 MT18HS 6.00 12 6 30 31 327 • 5x12 = 5x8 = 4x6 i 8 9 29 5 33 4 34 35 4x6 m 11 4x5 3 12 " (IJ o Z m 2 17 15 Io �1 tfftl 16' 6x8 — 24 2336 37 22 21 20 19 186x8 = 14 13 4x6 = 4x6 = Wo = 6x8 = 3x6 = - 9-9-4 19-0-0 25-5-0 29-3-0 33-3-0 34-9-Q 42-3.0 44-5-0 , 9-94 9-2-12 6-5-0 3-10-0 4-0-0 1-6-0 7-6-0 2-2-0 Plate Offse X,Y -- 4:0-3-0,Ed e , 6:0-3-8,0-2-4 , 7:0-4-0,0-1-15 , 10:0-5-8,0-2-4 , 15:0-6-4,0-3-12 , 17:0-2-4,0-3-0 , 19:0-3-8,0-1-8 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.88 22-24 >605 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.16 22-24 >459 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.14 13 n/a n/a BCDL 0.0 Code FBC20171TP12014 Matrix -MS Wind(LL) -0.77 22-24 >692 240 Weight: 295Ito FT=20% LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, BOT CHO D 2x4 SP M 30 `Except' except end verticals. 9-18,11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-22, 8-20 REACTIO . (lb/size) 2=1752/0-8-0, 13=1635/0-8-0 Max Harz 2=369(LC 11) Max Uplift 2=-1099(LC 12), 13=-938(LC 12) Max Grav 2=1881(LC 17), 13=1639(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOI D 2-3=-3413/2187, 3-5=-3185/2104, 5-6=-2266/1756, 6-7=-1985/1678, 7-8= 2225/1800, 8-9— 2042/1728, 8-10=-2042/1727, 10-11— 2206/1678, 11-12=-1309/1001, 12-13= 1598/1208 BOT CHOI D 2-24=-2009/3233, 22-24=-1656/2688, 20-22— 1230/2085, 19-20= 1465/2168, 16-17=-1273/1880, 15-16=-980/1271, 11-15=-970/868 WEBS 3-24=-371/368, 5-24=-237/670, 5-22=-881/618, 6-22=-391/761, 7-20= 469/683, 8-20=-740/670, 8-19= 670/422, 17-19— 1423/2017, 11-16=-330l794, 12-15=-1234/1605, 10-17=-570/806 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp G Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 19-0-0, Exterior(2) 19-0-0 to 29-3-d Interior(1) 29-3-0 to 44-3,4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO 1.60 3) Provide dequate drainage to prevent water ponding. 4) All plate are MT20 plates unless otherwise indicated. 5) All plate are 3x4 MT20 unless otherwise indicated. 6) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This tr Iss 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 be weep the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide i echanjcal connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Ct=lb) 2=1099; • I 3=938. • Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,201 t ®W 1 eters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. This design Is based Is for Individual building �' Deslg1 vaild for use only with MITek® connectors. only upon parameters shown, and an component, not a trsystem. build) Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall g design. Bracing Indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing E' � �� flT�i6 Is al ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrt flon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safet, nformallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 uu I I... �� I ype wry y w. 114 T14124124 '5118 C5 Piggyback Base c 1 1 Job Reference (optional) t;hambersto-0 ss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:36 2018 Page 1 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-9zYD?Mq BgSp69OyurcjtP5kuEC 1 CH?topV W wZDzDfjz 6-8-5 12-10-3 19-0-0 25-5-0 27-3-0 32-9-0 3 - -0 37-9.0 42-3-0 44-5-0 2-0-0 6-8-5 6-1-13 6-1-13 6-5-0 1-10-0 5-6 0 0-6-0 4-6-0 4-6-0 • Scale = 1:83.0 � 5x6 = 5x8 MT18HS 6.00 12 3x5 , 6 30 31 327 5x12 = 3x6 Zz- 8 33 9 10 4x6 34 29 5 11 4 35 ro 124x5 3 13 rn 28 m m o 2 17 16 Io 24 2336 37 22 27 20 19 186x8 = 38 39 7x8 15 14 4x6 = 4x6 = 6x8 = 6x8 = 3x6 = 9-9-4 19-0-0 25-5-0 273-0 33-3-0 42-3-0 44-5-0 9-9-4 9-2-12 6-5-0 1-10-0 6-0 o s-ao 2-2-0 Plate Offse s X,Y -- 4:0-3-0,Edge], 6:0-3-8,0-2-4 , 7:0-5-4,0-2-8 , 9:0-3-0,Ed e , 16:0-2-12,Ed e , 17:0-2-12,0-3-0 , 19:0-3-8,0-3-0 :Psi) LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25. TIC 0.44 Vert(LL) -0.77 22-24 >691 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.05 22-24 >508 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.15 14 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.67 22-24 >795 240 Weight: 293 lb FT = 20% LUMBER- BRACING - TOP CHO 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc puffins, BOT CHOF D 2x4 SP M 30 -Except` except end verticals. 10-18,12-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-22, 8-20, 8-19, 8-17 REACTIONS. (lb/size) 2=1752/0-8-0, 14=163510-8-0 Max Horz 2=369(LC 11) Max Uplift 2= 1099(LC 12), 14=-938(LC 12) Max Grav 2=1894(LC 17), 14=1696(LC 18) FORCES. II(Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOF b 2-3=-3440/2196, 3-5= 3211/2112, 5-6=-2302/1763, 6-7=-2019/1687, 7-8= 2193/1827, 8-9=-1880/1583, 9-10=-1760/151 1, 10-1 1=-2163/1714,11-12=-1372/1091, 12-13= 1269/909, 13-14=-1702/1216 BOT CHO 2-24=-2017/3257, 22-24=-1664/2714, 20-22_ 1240/2119, 19-20=-1344/2123, 10-17=-445/710, 16-17=-1260/1793, 12-16= 232/342 WEBS 3-24= 374/366, 5-24= 235/662, 5-22=-869/615, 6-22=-381/770, 7-20= 520/749, 8-20=-868/662,8-19— 581/282,11-16=-1002/764,13-16= 1110/1566,17-19— 1261/2100, 8-17=-400/246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ACE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp C� Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, interior(1) 2-4-8 to 19-0-0, Exterior(2) 19-0-0 to 27-3-0, Interior(1) 27-3-0 to 44-3-4 zone;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.60 3) Provide �� equate drainage to prevent water ponding. 4) All plate are MT20 plates unless otherwise indicated. 5) All plate are 3x4 MT20 unless otherwise Indicated. 6) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This tru1 Is 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 be een the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide I � echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) • 2=1099, I4=938. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 • Date: May 23,201! ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Desig valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a to buildli ystem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is QIW4 g prevent ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric tlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety nformallon available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 wu 15118 uuaa C6 uuaa iypd Piggyback Base Iury Fy ovum" T14124125 1 1 Job Reference (optional) hambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:38 2018 Page 1 I D:xMZGV RnJKn?kQ6pYcCop57zM W 87-5Lf8P2sRC33gOK5Gy1 I LU W pEo?kglvv4Ho? 1 d5zDfjx L-0-0 6-8-5 12-10-3 19-0-0 25-5-0 25 -8 31-0-8 33-3-0 37-9-0 42-3-0 44-5.0 -0-0 6-8-5 6_ _13 6-1-13 6-5-0 0- -8 5-6-0 2-2-8 4-6-0 4-6-0 2-2-0 • Scale = 1:83.0 • 5x8 MT18HS = 6.00 12 5x6 = 5x6 = 6 29 3o 7 31 8 9 4x6 i 28 32 5 10 4 33 M „4x5 3 12 a 27 7 ch o m 2 16 15 Io 23 2234 35 21 20 19 36 18 177� 37 38 7x8 14 13 4x6 = 4x6 = 4x10 = 6x8 = 3x6 = 9-9-4 19-0-0 25-5-0 25 -11 31-0-8 33-3-0 42-3-0 44-5-0 9 9 4 9-2-12 6-5-0 0- -8 5-6-0 2-2-8 9-0-0 2-2-0 Plate Offse X,Y — 4:0-3-0 Edge], 6:0-5-0,0-2-0 , 8:0-3-0,0-2-0 , 15:0-2-12,Edge], fl6:0-2-12,0-3-0 LOADING sf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.65 18-19 >823 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.91 21-23 >581 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.16 13 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.68 21-23 >780 240 Weight:291 lb FT=20% LUMBER- I BRACING - TOP CHOF D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc puffins, BOT CHOF D 2x4 SP M 30 `Except` except end verticals. 9-17,11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-21, 7-18, 8-16, 8-16, 7-19 REACTIO S. (lb/size) 2=1752/0-8-0, 13=1635/0-8-0 Max Horz 2=368(LC 11) Max Uplift 2=-1099(LC 12), 13— 938(LC 12) Max Grav 2=1937(LC 17), 13=1759(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOF D 2-3= 3531/2146, 3-5=-3301/2062, 5-6=-2413/1718, 6-7= 2123/1646, 7-8=-1773/1446, 8-9— 2250/1767, 9-10=-2273/1667, 10-11=-1428/1073, 11-12=-1316/887, 12-13= 1763/1185 BOT CHORD 2-23=1972/3339, 21-23= 1621/2801, 19-21=-1199/2221, 18-19=-1199/2215, 9-16=-175/297, 15-16=-1217/1866, 11-15=-248/350 WEBS 3-23=-378/367, 5-23= 230/644, 5-21=-849/614, 6-21=-395/824, 7-18= 909/411, 16-18=-1019/1987, B-16= 723/995, 10-16=-50/277, 10-15=-10437719, 12-15=-1064/1629, 7-19= 87/398 NOTES- 1) Unbalaniled roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft; Cat. ll; Exp C IEncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, 1nterior(1) 2-4-8 to 19-0-0, Exterior(2) 19-0-0 to 35-5-13, Interior(1) 35-5-13 to 44-3-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DO h 1.60 3) Provide adequate drainage to prevent water ponding. 4) All plate [are MT20 plates unless otherwise indicated. i 5) All plat fare 3x4 MT20 unless otherwise Indicated. 6) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This tru s 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 be 'l een the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide ' echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1099, 3=938. 0 Joaquin Velez PE No.68182 j MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® WA Desig NlNG -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10103MIS BEFORE USE. valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a,rus,, ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldl design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiTek* Is alw(is required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricl, floe, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetv nformallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 IVU IIUJJ I,uJ- 1yptl idly r,y OV-111 T14124126 15118 C7 Hip : 1 1 Job Reference (optional) i;hambers Tiruss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:39 2018 Page 1 ' ID:xMZGVRnJKn?kQ6pYcCop57zMW87-aYDWdOt3zNBhOUgTWkGaljMMLP73UM3EVSkb9XzDfjw .-2 -0 , 7-3-13 14-1-3 20-10-8 4- 1- 29-0-8 33-3-0 37-9-0 42-3-0 44-5-0 , 2- 0 7-3-13 6-9-5 6-9-5 4-1-0 4-1-0 4-2-8 4-6-0 4-6-0 2-2-0 ' Scale = 1:81.5 6x8 = 5x6 = 6.O0 12 6 29 30 31 7 8 3x6 i 323x6 528 9 4 10 33 1� 11 4x5 3 12 27 r? co 2 oSIo 16 15 o 0 = 36 37 7x8 = 22 34 19 35 18 175x10 23 21 20 14 13 4x6 = 4x6 = 4x8 = 6x8 = 3x5 = 7-3-13 14-1-3 20-10-8 29-0-8 33-3-0 42-3-0 44-5-0 73-13 6-9-5 8-2-0 4-2-8 9-0-0 2-2-0 Plate Offse § X,Y -- 6:0-5-4,0-2-0 , 7:0-3-8,0-2-4 , 15:0-2-12,Edge], 16:0-4-0,0-2-0 , 19:0-2-8,0-0-0 LOADING psi) SPACING- 2-0-0 CSI. DEFL. in (loc), Vdefl L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.47 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.15 13 n/a n/a BCDL p.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.23 21 >999 240 Weight: 300lb FT=20% LUMBER- BRACING - TOP CHOP 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins, BOT CHOP 2x4 SP M 30 `Except` except end verticals. 8-17,11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 5-20, 6-18, 7-18, 7-16 6-18: 2x4 SP M 30 REACTIO S. (lb/size) 2=1752/0-8-0, 13=1635/0-8-0 Max Horz 2=408(LC 11) Max Uplift 2= 1099(LC 12), 13= 938(LC 12) Max Grav 2=1858(LC 17), 13=1683(LC 18) FORCES. lb) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. TOP CHOP 2-3=-3343/2168, 3-5=-2762/1951, 5-6=-2121/1691, 6-7=-1611/1497, 7-8=-2161/1655, 8-10=-2146/1703, 10-11 =-1 373/1090, 11-12= 1260/902, 12-13=-1688/1206 BOT CHOP 2-23=-2004/3193, 21-23= 2004/3193, 20-21 =-1 613/2610, 18-20=-113911985, 8-16=-257/373, 15-16=-1247/1768, 11-15= 252/352 WEBS 3-23=0/29113-21=-664/445, 5-21= 170/513, 5-20=-913/688, 6-20=-447/941, 6-18=-506/253, 16-18=-936/1783, 7-16=-625/777, 10-16= 42/251, 10-15= 982/737, 12-15= 1104/1559 NOTES - 1) Unbalan� d roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft; Cat. ll; Exp C;;Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 20-10-8, Exterior(2) 20-10-8 W 35-3-14, Interior(1) 35-3-14 to 44-3-4 zone;C-C for members and forces 8l MW FRS for reactions shown; Lumber DOL=1.6 plate grip DOL=1.60 3) Provide E bequate drainage to prevent water ponding. 4) All plates re 3x4 MT20 unless otherwise indicated. 5) This trusi has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru :s has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet keen the bottom chord and any other members, with BCDL = I0.Opsf. 7) Provide n echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) =1099, ' =938. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 ® WA N/NG - Ver!/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIf-7473 rev. 10/03/2015 BEFORE USE. Deslg alld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �' a truss j ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldf design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �� tom' Is alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric Ion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety II formation available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ''�� IyNc —1-11T14124127 '5118 C8 Piggyback Base Fly Fy 1 Job Reference (optional) Chambers uss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:40 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-2knvgjtikg KXeeFf4SopZxuX4pTI DpJ Nk6UBi_zDfjv 210 7-3-13 14-1-3 20-1%8 24-11-8 29-0-8 33-3-0 37-9-0 42.3-0 44-5-0 2- '0 7-3-13 6-9-5 6-9-5 4-1-0 4-1-0 4-2-8 4-6-0 4-6 0 2-2-0 ' Scale = 1:81.5 6x8 = . 5x6 = 6.00 12 6 29 30 31 7 8 3x6 3x6 5 28 32 9 4 10 33 r rn 11 4x5 3 12 27 c? i., 1, aI 1 2 6 15 CO Ioo _ 23 22 21 34 20 19 35 18 175x10 = 36 37 7x8 14 13 li 4x6 = 4x6 = 4x8 = 6x8 = 3x5 = 7-3-13 14-1.3 20-10-8 29-0-8 33-3-0 42-3-0 44-5.0 7-3-13 6-9-5 6-9-5 8-2-0 4-2-8 9-0-0 Plate Offset X,Y — 6:0-5-4,0-2-0 , 7:0-3-8,0-2-4 , 15:0-2-12,Edge], 16:0-4-0,0-2-0 , 19:0-2-8,0-0-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL �/.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.47 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.15 13 n1a n/a BCDL P.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.23 21 >999 240 Weight: 300lb FT=20% LUMBER-11 BRACING - TOP CHOA 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc puriins, BOT CHO D 2x4 SP M 30'Except' except end verticals. 8-17,11-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 5-20, 6-18, 7-18, 7-16 6-18: 2x4 SP M 30 REACTION (lb/size) 2=1752/0-8-0, 13=1635/0-8-0 Max Harz 2=408(LC 11) Max Uplift 2= 1099(LC 12), 13=-938(LC 12) Max Grav 2=1858(LC 17), 13=1683(LC 18) FORCES. Ilb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR ) 2-3=-3343/2168, 3-5=-2762/1951, 5-6� 2121/1691, 6-7= 1611/1497, 7-8=-2161/1855, 8-10= 2146/1703, 10-11— 1373/1090, 11-12= 1260/902, 12-13= 1688/1206 BOT CHOR 2-23=-2004/3193, 21-23=-2004/3193, 20-21 =-1 613/2610, 18-20= 1139/1985, 8-16= 257/373, 15-16= 1247/1768, 11-15=-252/352 WEBS 3-23=01291, 3-21=-664/445, 5-21=-170/513, 5-20= 913/688, 6-20= 4471941, 6-18=-506/253, 16-18— 936/1783, 7-16=-6251777, 10-16=-42/251, 10-15=-982/737, 12-15=-1104/1559 NOTES- 1) Unbalan d 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=20f; B=45ft; L=44ft; eave=5ft; Cat. II; Exp C; Fncl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 20-10-8, Exterior(2) 20-10-8 t 35-3-14, Interior(1) 35-3-14 to 44-3-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.6 plate grip DOL=1.60 3) Provide ?equate drainage to prevent water ponding. 4) All plates re 3x4 MT20 unless otherwise indicated. 5) This truss I has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru 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 beti}'veen the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide rr el chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=ib) =1099, 1I3=938. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2011 ® wA III ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev. 1010312015 BEFORE USE. Design alld for use only with MII connectors. fits design Is based only upon parameters shown• and is for an IndMdual building component, not � a truss buildi tem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing pf7 A� M!TeR` Is alwa , required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricc 'Ion, 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 I nformation available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 uu nuao iivaa type iLy rry ovvr+uv Ti4124128 '5118 D ROOF SPECIAL 1 1 Job Reference (optional) i;hambers uss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inca Wed May 23 09:17:41 2018 Page 1 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-WwLH23uKV_SOFogrd9J268RIN DrQyFvXzmDhEQzDfju 2-0-0 5-6-14 6- 10-4-0 12-2-4 17-10-8 22-3.12 26-9-0 33-10-0 40.11-0 44-5-0 -0-0 5-6-14 0-11- 3-10-0 1-10-4 5-8-4 4-5-4 4-5-4 7-1-0 7-1-0 3-6-0 Scale = 1:80.9 5x6 = 6.00 12 6 4x5 3x6 i 25 7 4x4 i 6x12 = 3x4 11 5x8 = 45 8 9 3x4 i 4x5 2627 11 3 co 0 24 `' v Cl) m 2 4 1 0 20 19 18 17 28 29 16 i5 14 13 12 3x5 = 3x4 11 6x8 = 3x6 = 4x8 = 4x4 = 3x10 = 3x4 = 3x6 11 3x6 = I 5.6-14 10-4-0 17-10-8 26-9-0 33-10-0 40I1-0 44-5-0 5-6-14 4-9-2 7-6-8 8-10-8 7-1-0 7-1-0 Plate Offseis (X,Y)-- 2:0-0-4,0-0-0 , 10:0-6-0,0-2-8 , 19:0-3-8,0-3-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL Plate Grip DOL 1,25 TC 0,41 Vert(LL) -0,23 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.41 16-17 >999 240 BCLL �0.0 0.0 Rep Stress Incr YES WB o.99 Horz(CT) 0.02 12 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.17 14-16 >999 240 Weight: 262lb FT=20% LUMBER- I BRACING - TOP CHO 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc purlins, BOT CHO 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-19, 4-17, 7-17, 7-16, 8-14 REACTIONS. (lb/size) 2=42/0-3-8, 19=2230/0-8-0, 12=1115/0-8-0 Max Horz 2=344(LC 11) Max Uplift 2= 308(LC 11), 19=-1572(1_13 12), 12— 621(LC 12) Max Grav 2=249(LC 21), 19=2230(LC 1), 12=1115(LC 1) FORCES. I (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO 2-3=-281/7761 3-4=-808/1028, 4-6= 656/472, 6-7=-577/490, 7-8=-2183/1550, 8-9=-1746/1315, 9-10=-1746/1315, 10-11=-907/679, 11-12=-1097/839 BOT CHO D 2-20= 834/204, 19-20=-834/204, 17-19=-886/797, 16-17= 546/983, 14-16_ 1146/1842, 13-14=-526f765 WEBS 3-20=-378/206, 3-19=-384f7l l,'4-19=-1915/1529, 4-17=-1039/1566, 6-17=-74/272, 7-17=-1080/871, 7-16— 1125/1596, 8-16=-11481979, 9-14=-441/479, 10-14= 771/1166, 10-13= 511 /470, 11-13=-683/999 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: AI CE T-l0; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst; h=20ft; B=45ft; L=4411; eave=5ft; Cat. II; Exp C Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 17-10-8, Extedor(2) 17-10-8 22-3-12, Interior(1) 26-9-0 to 40-11-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; L Amber DOL=1.60 plate grip DOL=1.60 3) Providel dequate drainage to prevent water ponding. 4) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This trii s 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 be een the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide ,1 echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=308,1 =1572,12=621. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,2011 ® We IINING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIfEKREFERANCE PAGE 11411-7473 rev. 10/03,2015 BEFORE USE. Deslg j valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tru, system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldi g design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing s�!Tetr 6 a Is alw j ys required for stability and to prevent collapse wlih possible personal injury and property damage. For general guidance regarding the fabrl tion, 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. Safehl Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 T14124129 15118 D1 ROOF SPECIAL ` 1 1 Job Reference (optional) 73hambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:42 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-_7vfFPvyGlaFtxP2BtgHfM_ubd BwhjAgBQzFmszDfjt 2-0-0 5-6-14 6- 10-4-0 12-2-4 17-10-8 24-9-0 31-10-0 38-11-0 44-5-0 _ 2-0-0 5-6-14 0-11-2 3-10-0 1-10-4 5-8-4 6-10-8 7-1-0 7-1-0 • Scale = 1:80.9 • 5x6 = 6.00 12 6 4x6 i�'- 24 25 3x8 = 5x6 = 5x6 = 3x5 i 7 8 45 28 4x6 26 27 F 29 3x4 10 3 cn 0 23 1° m 2 - 0 bkl..X 19 18 17 16 15 14 13 12 11 — 3x4 I I 6x8 = 3x6 = 48 = 3x4 = 3x6 3x4 11 3x8 = MI I 3x5 5-6-14 10-4-0 17-10-8 24-9.0 31-10-0 38-11-0 44-5-0 5-6-14 4-9-2 7-6-8 6-10-8 7-1-0 7-1-0 5-6-0 Plate Offs s X,Y — 2:0-0-4,0-0-0 , 5:0-2-8,Edge], 9:0-3-0,0-2-0 , 18:0-3-8,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL T 0.0 Plate Grip.DOL 1.25 TC 0.58 Vert(LL) -0.09 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.18 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.03 11 n/a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.12 13-15 >999 240 Weight: 260lb FT=20% LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc purlins, BOT CHO D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-16, 7-16, 8-15, 8-12 REACTIO S. (lb/size) 2=168/0-3-8, 18=2066/0-8-0, 11 =1 153/0-8-0 Max Horz 2=344(LC 11) Max Uplift 2= 342(LC 12), 18=-1475(LC 12), 11— 643(LC 12) Max Grav 2=309(LC 21), 18=2066(LC 1), 11=1153(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-117/506, 3-4= 612/748, 4-6=-715/577, 6-7=-690/564, 7-8=-1552/1177, 8-9=-967/859, 9-1 0=-1 139/854, 10-11= 1106/885 BOT CHO D 2-19=-545/43, 18-19=-545/43, 16-18= 607/639, 15-16=-964/1547, 13-15=-1067/1614, 12-13=-1067/1614 WEBS 3-19=-377/197, 3-18=-380/713, 4-18=-1743/1426, 4-16=-952/1400, 6-16_ 51/289, 7-16=-1287/1034, 7-15= 66/303, 8-13=0/281, 8-12= 828/539, 9-12=-13/271, 10-12=-688/1054 NOTES- 1) Unbala 1, ed roof live loads have been considered for this design. 2) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft;'Cat. II; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 17-10-8, Exterior(2) 17-10-8 ,.r.,...,n. 0 22-3-13, Interior(1) 24-9-0 to 44-3-4 zone; porch left exposed;C-C for members and forces & MW FRS for reactions ... L.n. hill —1 an..In1n n .. r1/11 —i GA 3) Provide 4) This In. 5) . This t will fit b 6) Provide 2=342, (equate drainage to prevent water ponding. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 ✓een the bottom chord and any other members. echanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) =1475, 11=643. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 A14 RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Desi n valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a tos bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ' ng design. Bracing Indicated is to buckling of Individual truss web 6pd/or chord members only. Additional temporary and bracing prevent permanent Is al ays required for stability and to prevent collapse with possible personal injury and. property damage. For general guidance regarding the MITek• fabr anon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sate r Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 uu nuaa "U.o type vey ny ovvr+nv _ T14124130 5118 D2 ROOF SPECIAL 1 1 Job Reference o tional Chambers .Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:43 2018 Page 1 I D:xMZGV RnJKn?kQ6pYcCop57zM W 87-SJT1 Tlwa1 bi6V5_ElaLW BZWyGOX3QBBpQ4iolJzDfjs 11�2-0-0 5-6-14 -6- 10-4-0 12-2-4 17-10-8 22-9-0 29-10-0 36-11-0 44-5-0 • -0-0 5-6-14 0111- 3-10-0 1-10-4 5-8-4 4-10-8 7-1-0 7-1-0 7-6-0 + Scale = 1:80.9 • 5x6 = 6.00 12 6 25 • 5x6 = 3x8 = 5x6 = 4x6 i 24 7 8 3x5 i 45 26 27 29 5x6 3x4 i 10 m ]28 3 0 vi 23 Cl) r7 2 art 0 19 18 17 16 15 30 14 13 37 12 11 3x4 11 6x8 = 3x6 = 3x4 = 3x4 I 3x8 = 3x6 11 3x5 = 3xl0 = 3x6 = 5-6-14 10-4-0 17-10-8 22-9-0 29-10-0 36-11-0 44-5-0 5-6-14 4-9-2 7-6-8 4-10-8 7-1-0 7-1-0 7-6-0 Plate Offs s X,Y - 2:0-0-4,0-0-0 , 5:0-2-8,Edge], 9:0-3-8,0-2-4 , 110:Ed e,0-1-12 , 18:0-3-8,0-3-0 LOADING psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.08 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.18 13-15 >999 240 BCLL 0.0 Rep Stress Incr . YES WB 0.88 Horz(CT) . 0.03 11 rVa n/a BCDL 0.0 Code FBC20171FP12014 Matrix -MS Wind(LL) 0.10 13-15 >999 240 Weight: 268lb FT=20% LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-14 oc purlins, BOT CHO D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-16, 7-16, 8-15, 8-12 REACTIO S. (lb/size) 2=23210-3-8, 18=1983/0-8-o, 11 =1 173/0-8-0 Max Horz 2=344(LC 11) Max Uplift 2=-377(LC 12), 18= 1429(LC 12), 11— 654(LC 12) Max Grav 2=341(LC 21), 18=1983(LC 1), 11=1226(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO : D 2-3=-119/444, 3-4=-515/633, 4-6=-803/626, 6-7=-722/637, 7-8=-1301/1021, 8-9=-1137/942, 9-10= 1306/927, 10-11— 1158/896 BOT CHO D 2-19=-476/55, 18-19=-476/55, 16-18=-512/559, 15-16� 747/1256, 13-15=-931/1496, 12-13= 931/1496 WEBS 3-19=-377/192, 4-18=-1658/1381, 4-16=-903/1305, 6-16=-180/373, 7-16=-1193/929, 7-15=-141/373,.8-15=-361/250, 8-13=0/343, 8-12=-653/359, 9-12=-6/291, 10-12= 647/1072, 3-18=-3727708 NOTES- 1) Unbala ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=20ft B=45ft; L=44ft eave=5ft; Cat. 11; Exp G Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 17-10-8, Exterior(2) 17-10-8 0 22-3-13, Interior(1) 22-9-0 to 44-3-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; tumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t ss 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 b een the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide �1 echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=377, 8=1429, 11=654. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 + Dater May 23, 201 t ® W RNING - Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 101012015 BEFORE USE. Desl �i valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a tru bull ,system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall deslgn. Bracing Indicated Is to buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracingi'�'e�s• Is al g prevent ys required for stability and to prevent collapse with possible personal fnJury and property damage. For general guidance regarding the fabrl atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Cdferia, D56-89 and BCSI Building Component 6904 Parke East Blvd. Safe Informarlon available from Truss Plate institute. 218 N. Lee Street, Suite 312. Poexandria, VA 22314. Tampa, FL 33610 uu iivaa nuoa iyv. wry ny uvvnuv T14124131 '5118 D3 ROOF SPECIAL ' 1 1 Job Reference (optional) hambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:44 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-wV 1 Pg5wCovgz6FZQJ Islkn3D DOrZ9eCzfkSLrizDfjr •2-0-0 5-6-14 -6- 10-4-0 12-2-4 17-10-8 20-7-8 27-8-8 34-9-8 39-5-8 44-5-0 _ 0-0 5-6-14 0-11-2 3-10-0 1-10-4 5-8-4 2-9-0 7-1-0 7-1-0 4-8.0 4-11-8 i Scale = 1:80.6 5x6 = 6.00 12 6 5x12 = 3x4 II 5x8 = 7 8 3x6 i 25 3x4 26 27 3x5 i 28 4 5 10 3x4 II d. 3x4 � 11 6 3 7 Ic? m e24: co 2 0 1 20 19 18 17 29 30 16 31 1514 32 13 12 3x5 = 3x4 11 6x8 = 3x6 = 4x4 = 3x8 = 3x4 = 6x8 = 3x5 = 3x6 = 5-6-14 10-4-0 15-5-12 20-7-8 27-8-8 34-9-8 44-5-0 5 6-14 4-9-2 5-1-12 5-1-12 7-1-0 7-1-0 9-7-8 Plate Offs is X,Y -- 2:0-0-4,0-0-0 , 5:0-2-8,0-1-8 , 9:0-6-0,0-2-8 , 19:0-3-8,0-3-0 LOADING !(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid. PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.20 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.41 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.03 12 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -MS Wtnd(LL) 0.10 15 >999 240 Weight: 284lb FT=20% LUMBER- I BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, BOT CHO i i D 2x4 SP M 30 except end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-18, 6-16, 7-16, 10-12 REACTIO S. (lb/size) 2=289/0-3-8, 19=1908/0-8-0, 12=1190/0-8-0 Max Horz 2=344(LC 11) Max Uplift 2=-403(LC 12), 19=-1395(LC 12), 12=-662(LC 12) Max Grav 2=370(LC 21), 19=1908(LC 1), 12=1343(LC 18) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHO 187/328, 3-4=-439/532, 4-6= 705/464, 6-7=-1315/1018, 7-8=-1434/1126, 8-9=-1434/1126, 9-10— 1427/1018 BOT CHO D 2-20=-396/115, 19-20— 396/115, 18-19= 417/479, 16-18= 268/779, 15-16=-534/1144, 13-15— 634/1172, 12-13=-652/1014 WEBS 3-20=-370/215, 3-19=-382/701, 4-19— 1723/1334, 4-18=-773/1210, 6-18= 753/617, 6-16=-985/1444, 7-16_ 1118/974, 7-15=-384/479, 8-15=-444/487, 9-15=-236/379, 10-13= 78/361, 10-12= 1427/963 NOTES- Iced. 1) Unbala roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasil=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45fF L=44ft; eave=5ft; Cat. II; Exp�; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 17-10-8, Extedor(2) 17-10- to 39-2-13, Interar(1) 39-2-13 to 44-3-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; umber DOL=1.60 plate grip DOL=1.60 - 3) Provide�iadequate drainage to prevent water pending. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t ss 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 b 1 tween 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 (jt=lb) 2=403, 9=1395, 12=662. ■ Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201E Ili AM,�'�RNING;.Varl. ty design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.valid r usonly with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not atosystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overallp�bullg design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is al prevent ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabr Pollan, 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. Safe Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 11- 1ypd Wry riy --.1 T14124132 5118 D4 HIP • 1 1 Job Reference (optional) hambers suss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:45 2018 Page 1 I D:xMZGV RnJKn?kQ6pYCCop57zMW 87-Oi aotRxgYDygkP8ds? N_G_cNUgDYu6i6uOBvNBzDfjq 2-0.0 5.6-14 6 3- 10-4-0 1-8- 17-1-8 24-11-8 32-9-8 38-5-8 44-5-0 _ -0-0 5-6-14 0.8- 4-1-0 1-4-4 5 5-4 7-10-0 7-10-0 5-8-0 5-11-8 + Scale = 1:80.5 • 6.00 12 5x8 3x4 11 5x8 = 6 25 26 7 27 28 8 3x5 i - 24 3x4 3x6 5 9 29 30 4 � 4x6 3x4 i O 10 3 m 23 m m m 2 01to 19 18 17 16 31 15 14 13 12 11 3x5 = 3x4 II 6x8 = 3x6 = 3x8 = 3x6 = 3x4 = 3x4 = 3x6 11 3x4 = 6-14 10-4-0 17-1-8 24-11-8 32-9-8 38-5-8 44-5-0 5 6-14 4-9 2 6-9 8 7-10-0 7-10-0 5-8-0 5 11-8 N6.1144 Plate Offsdts X,Y — 2:0-0-4,0-0-0 , 4:0-2-10,0-1-8 , 6:0-6-0,0-2-8 , 8:0-6-0,0-2-8 , 18:0-3-8,0-'3-0 LOADING ; psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.10 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.19 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.03 11 n/a n/a BCDL 0.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.08 15 >999 240 Weight: 275lb FT=20% LUMBER- BRACING - TOP CHO I D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHO D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-16, 6-15, 7-15 REACTIO S. (lb/size) 2=377/0-3-8, 18=1793/0-8-0, 11=1217/0-8-0 Max Harz 2=329(LC 11) Max Uplift 2=-462(LC 12), 18=-1318(LC 12), 11=-680(LC 12) Max Grav 2=391(LC 21), 18=1793(LC 1), 11=131O(LC 18) FORCES. j (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-233l286, 3-5=-302/329, 5-6=-957/698, 6-7=-1283/1104, 7-8=-1283/1104, 8-9=-1403/1081, 9-1 0=-1 319/924, 10-11=-1251/921 BOT CHO D 2-19=-322/159, 18-19= 322/159, 16-18=-225/347, 15-16= 334/833, 13-15=-651/1127, 12-13= 746/1115 WEBS 3-19=-372/203, 3-18=-390/712, 5-1 8=-1 570/1323, 5-16=-803/1154, 6-16= 533/539, 6-15=-600/774, 7-15_ 490/533, 8-15_ 109/263, 9-12= 433/398, 10-12— 808/1201 NOTES- 1) Unbalailiced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft Cat. 11, Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-13 to 2-4-8, Interior(1) 2-4-8 to 17-1-8, Exterior(2) 17-1-8 to 39-0 4, Interior(1) 39-0-14 to 44-3-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber; OL=1.60 plate grip DOL=1.60 3) Provider dequate drainage to prevent water ponding. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tr ss 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 b Men the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide i mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=462, 8=1318,11=680. Joaquin Velez PE No.68182 Mi rek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 i ® 11 RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Desl n valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a 1n I system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!3'ek' bulk Is al, ng design. prevent I ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 UU IIuJJ IIUJJ Iyp- fully "y JVVMIIV T14124133 5118 D5 HIP 1 1 Job Reference (optional) Chambers russ, Inc., Fort Pierce, FL 8.130 S Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:46 2018 Page 1 I D:xMZGVRnJKn?kQ6pYcCop57zMW 87-su8A5nySJ W4hMZipQjuDpC8 W aEZOdYoG62xSvezDfjp 2-0-0 5-6-14 11- 10-4-0 13-0-4 19-1-5 24-11-8 30-9-8 37-5-8 44-5-0 _ -0-0 5-6-14 1-4-2 3-5-0 2-8-4 6-1-4 5-10-0 5-10-0 6-8-0 6-11-8 • Scale = 1:81.2 • 6.00 12 5x6 = 3x8 = 5x6 = 6 725 26 8 27 3x6 i 3x4 3x5 i 5 24 9 4 28 5x6 3x4 i 10 3 23 Cl) i 2 19 18 29 17 16 30 15 14 13 31 12 11 — 3x4 16x8 = 3x6 = 3x10 = 3x4 11 3x6 = 3x8 = 3x4 = 3x6 I 3x5 5-6-14 10-4-0 19-1-8 24-11-8 30-9-8 37-5-8 44-5-0 5-6-14 4-9-2 5-9-8 5-10-0 5-10-0 6-8-0 6-11-5 Plate Offs s X,Y -- 2:0-0-0,0-0-4 , 6:0-3-8,0-2-4 , 8:0-3-0,0-2-0 , 18:0-3-8,0-3-0 LOADING psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.11 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.23 16-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82. Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 MatriX-MS Wind(LL) 0.07 15 >999 240 Weight: 285lb FT=20% LUMBER- BRACING- TOPCHOi,D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc pudins, BOT CHO D 2x4 SP M 30 except end verticals. WEBS 2.4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-16, 6-16, 7-16, 7-13, 9-13 REACTIO 'I S. (lb/size) 2=385/0-3-8, 18=1783/0-8-0, 11=1219/0-8-0 Max Horz 2=371(LC 11) Max Uplift 2=-463(LC 12), 18=-1317(LC 12), 11=-680(LC 12) Max Grav 2=403(LC 21), 18=1806(LC 17), 11=1360(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-247/285, 3-4=-282/299, 4-6=-1079/794, 6-7— 854/850, 7-8=-1195/1062, 8-9=-1381/1061, 9-10— 1460/961, 10-11= 1301/920 BOT CHO I D 2-19— 323/167, 18-19— 323/167, 16-18=-200/312, 15-16� 583/1161, 13-15=-583/1161, 12-13=-766/1230 WEBS 3-19=-3851172, 3-18=-330/654, 4-18=-1557/1346, 4-16=-757/1110, 7-16=-641/445, 7-15=0/300, 5-13=-140/294, 9-12� 303/360, 10-12=-801/1285 NOTES- 1) Unbala i ed roof live loads have been considered for this design. 2) Wind: 1110E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=441t; eave=511t; Cat. II; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 19-1-8, Exterior(2) 14-1-8 to 37-0- 4, Interior(1) 37-0-14 to 44-3-4 zone; porch left exposed;C-C for members and forces & NIWFRS for reactions shown; Lumber OL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tr ss 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 b tween the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=463, 8=1317, 11=680. ` Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 6634 ` 6604 Parke East Blvd. Tampa FL 33610 Date: May 23,201 ® W I IRNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Desl il n 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 build�atlon, ' ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�g p, Is al g prevent ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 9Y�idei�' fabr storage, delivery, erection and bracing of trusses and truss systems, weANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N.-Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I �� u�� yNc wry y �vv.114 T14124134 5118 D6 HIP k 1 1 Job Reference (optional) Chambers uss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:48 2018 Page 1 'ID:XMZGVRnJKn?kQ6pYcCop57zMW87-pGGwWT-jr8KPbssBY7xhudEpul Da5VzZaMQZ_WzDfjn 2-0-0 5.6-14 7-7-0 10-4-0 14-4-4 21-1-8 28-9-8 36-5-8 44-5-0 + -0-0 5-6-14 2-0-2 2-9-0 4-0-4 6-9-4 7-8-0 7-8-0 7-11-8 • Scale = 1:81.2 5x6 = 6x8 = 6.00 12 7 26 27 28 8 5x6 WB-Z�' 3x6 i 6 25 29 9 10 5 N 4 30 6 5x6 o 11 3 24 05 m 2 d1 20 19 18 17 31 16 32 15 14 33 13 12 4x6 = 3x8 = 4x6 = 4x4 = 3x6 3X5 = 5-6-14 10-4-0 14-4-4 1 -8-1 21-1-8 28-9-8 36-5-8 44-5-0 5-6-14 4-9-2 4-0-4 1 4-8 5-4-12 7-8-0 7-8-0 7-11-8 Plate Offs s X,Y -- 7:0-3-8,0-2-4 , 8:0-5-4,0-2-0 , 9:0-3-0,Edge], 11:0-2-12,0-2-0 , 15:0-2-8,0-0-0 LOADING psf) i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL E0.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.16 16-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.30 16-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.08 12 n/a n/a BCDL' 0.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.19 16-18 >999 240 Weight: 277lb FT=20% LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins, BOT CHO D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. 8-16: 2x4 SP M 30 WEBS 1 Row at midpt 6-16, 8-16, 10-14, 11-13 OTHERS 2x4 SP No.3 REACTIO S. (lb/size) 2=1274/0-3-8, 19=624/0-8-0, 12=1490/0-8-0 Max Horz 2=413(LC 11) Max Uplift 2=-964(LC. 12),19=-663(LC 12), 12=-833(LC 12) Max Grav 2=1274(LC 1), 19=624(LC 1), 12=1636(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO D 2-3_ 2215/1790, 3-4_ 1999/1290, 4-6— 2047/1422, 6-7=-1755/1403, 7-8=-1541/1385, 8-10=-1762/1376, 10-11=-1870/1258, 11-12=-1569/1133 BOT CHO D 2-20=-1702/2128, 19-20=-1702/2128, 18-19=-1100/1975, 16-18=-1100/1975, 14-16=-807/1505, 13-14= 987/1586 WEBS 3-20=-311/183, 3-19= 340/699, 4-19=-331/296, 6-16=-468/329, 7-16=-169/472, 8-16=-178/264, 8-14=-121/430, 10-14=-262/257, 10-13= 345/403; 11-13=-1010/1623 NOTES- 1) Unbalat ad roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 21-1-8, Exterior(2) 21-1-8 to 35-0- 4, Interior(1) 35-0-14 to 44-3-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OL=1.60 plate grip DOL=1.60 3) Providel adequate drainage to prevent water ponding. 4) All plate I are 3x4 MT20 unless otherwise indicated. 5) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent'with any other live loads. 6) • This tr ss 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 b ween the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=964, =663, 12=833. Joaquin Velez PE No.68182 • MiTek USA, Inc. FL Cert 6634 • 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 1 ® RNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE Desig n valid for use only with MITek® connectors. This design is based only upon parameters shown: and Is for an individual building component, not a tr a bull M system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall I design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!y Is al g prevent ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ek' fabrl atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safe informalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. it Tampa, FL 33610 uu Itu z II- IypC lily 1-ly JVV"14 T14124135 '5118 D7 Piggyback Base ` 1 1 Job Reference (optional) 'Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:49 2018 Page 1 ID:xMZGVRnJKn?kQ6pYcCop57zMW 87-HTgljo_LcRSGDOR05rSwRgm?gRYjgyEio096WyzDfjm 2 0-0 5-5-4 7-3-13 10-4-0 14-1-3 20-10-8 24-11-8 29-0-8 36-7-0 44-5-0 + 2 -0 5-5-4 1-10-9 3-0-3 6-9-5 4-1-0 4-1-0 7-6-8 7-10-0 • Scale = 1:79.8 5x8 = 6x8 = 6.00 12 7 26 27 28 8 5x6 WB� 3x6 i 25 29 6 9 10 5 4 30 n m 5x6 11 3 24 m 2 m dI 1 20 19 78 17 31 16 32 15 14 33 13 12 4x6 3x8 = 3x6 4x4 = 3x6 I 3x5 = 5-5-4 10-4-0 14-1-3 20-10-8 29-0-8 36-7-0 44-5-0 5-5-4 4-10-12 3-9-3 6-9-5 5-2-0 7-6-8 7-10-0 Plate Offs s X,Y -- 7:0-5-0,0-2-0 , 8:0-5-4,0-2-0 , 9:0-3-0,Edge], 11:0-2-12,0-2-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.17 14-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.30 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.18 16-18 >999 240 Weight: 276lb FT=20% LUMBER- I BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins, BOT CHO 11 D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 6-1-12 oc bracing. 8-16: 2x4 SP M 30 WEBS 1 Row at midpt 6-16, 8-16, 10-14, 11-13 OTHERS 2x4 SP No.3 REACTIO S. (lb/size) 2=1267/0-3-8, 19=633/0-8-0, 12=1488/0-8-0 Max Horz 2=408(LC 11) Max Uplift 2= 765(LC 12), 19— 436(LC 12), 12= 837(LC 12) Max Grav 2=1354(LC 17), 19=771(LC 17), 12=1635(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO: D 2-3=-2298/1424, 3-4= 1974/1321, 4-6=-2024/1454, 6-7=-1760/1422, 7-8=-1550/1403, 8-10= 1772/1390, 10-11=1860/1261, 11-12=-1568/1140 BOT CHORD 2-20=-1368/2277, 19-20=-1368/2277, 18-19=-1132/1951, 16-18=-1132/1951, 14-16=-826/1511, 13-14= 992/1578 WEBS 4-19=-336/303, 6-16=-419/333, 7-16=-156/457, 8-16=-181/258, 8-14=-109/432, 10-13=-354/409, 11-13=-1019/1619, 3-19=-374/271 NOTES- 1) Unbala ed roof live loads have been considered for this design. 2) Wind: �CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 2-4-8, Interior(1) 2-4-8 to 20-10-8, Extertor(2) 20-10-8 to 35-3-14, Interior(l) 35-3-14 to 44-3-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.ii 0 plate grip DOL=1.60 . 3) Provide I dequate drainage to prevent water ponding. 4) All plat are 3x4 MT20 unless otherwise indicated. 5) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This t ss 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 b 'tween the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=765, 9=436, 12=837. Joaquin Velez PE No.68182 • MiTek USA, Inc. FL Cart 6834 • 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 t ® Des! RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE valid for use only with MITek@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a tr bull system. Before use, ]he building designer must verify the opplicabllity of design.parameters and properly Incorporate this design Into the overall ng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �'�'��i• Is alv ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri � anon, storage, delivery, erection and bracing of trusses and truss systems, seeANSt/TPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafelyInformation available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Tampa, FL 33610 uu yp- gay r-ly ovvnuv T14124136 '5118 G Hip 1 1 Job Reference o tional hambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:50 2018 Page 1 ID:xMZGVRnJKn?kO6pYcCop57zMW87-IfOhxB?zNla7rA0afYz9z2JBvroWZLvr1 gvg2PzDfjl 2-0- 6-3-9 9-0-0 14-8-8 20-5-0 26-9-0 30-9.0 32-9.0 35-9-0 37-9.0 2-0- 6-3-9 5-8-8 5-8-8 6-4-0 4-0-0 2-0-0 3-0-0 2-0-0 • Scale = 1:66.2 5x8 = 3x4 = 3x6 = 3x4 11 5x8 = 4 275 6 2829 7 30 8 6.00 12 3x4 \\ 3x4 3 9 co 31 10 25 32 11 T0 m iI 1�8= 16 15 121010 ofol 21 20 19 18 4x4 = 3x4 11_a= 3x5 3x6 = 7x8 = 3x4 I 7x10 MT18 12 3x4 = 9-0-0 14-8-8 20-5-0 26-9-0 30-9-0 32-9-0 35-9-0 9-0-0 5-8-8 5-8-8 6-4-0 4-0-0 2-0 0 Plate Offs' s X,Y -- 2:0-2-160-1-8 , 4:0-6-0,0-2-8 , 8:0-6-0,0-2-8 , 10:0-1-12,0-0-14 , 11:0-5-3,0-0-0 , 17:0-2-8,0-2-12 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ' I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.29 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.58 16-17 >730 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.26 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.37 16-17 >999 240 Weight: 196lb FT=20% LUMBER- BRACING - TOP CHO ID 2x4 SP M 30 TOI' CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 *Except` BOT CHORD Rigid ceiling directly applied or 4-7-2 oc bracing. 7-18: 2x4 SP No.3, 11-13: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIO S. (lb/size) 2=1415/0-8-0, 11=149310-8-0 Max Horz 2= 226(LC 10) Max Uplift 2=-905(LC 12), 11=-938(LC 12) " FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2 3=-2394/1787, 3-4=-2197/1687, 4-5= 2454/1905, 5-7=-3125/2335, 7-8=-3173/2368, 8-9=-2687/1950, 9-10=-3658/2627, 10-11=-4173/2893 BOT CHO D 2-20=-1379/2099, 19-20= 1120/1931, 7-17=-345/387, 16-17=-1445/2363, 15-16= 2301/3427, 13-15=-2301/3427, 11-13= 2465/3699 WEBS 3-20=-316/389, 4-20=-251/408, 4-19— 555/746, 5-19=-752/637, 17-1 9=-1 43712314, 5-17=-496/794, 8-17— 740/1006, 8-16=-278/547, 9-16=-1157/925, 10-13=-425/704, 9-15=-138/317 NOTES- 1) Unbala ed roof live loads have been considered for this design. 2) Wind: PSCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 1-6-2, interior(1) 1-6-2 to 9-0-0, Extedor(2) 9-0-0 to 31-9-11 I Interior(1) 31-9-11 to 37-9-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate drip DO' =1.60 3) Provide dequate drainage to prevent water ponding. 4) All plat are MT20 plates unless otherwise indicated. 5) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This ti ss 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 b ween the bottom chord and any other members. 7) Bearing it joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit IA bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=905, 1-938. Joaquin Velez PE No.68182 • MiTek USA, Inc. FL Cart 6834 • 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 t ® II RNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Desi valid for use only wlih MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a tru bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall g design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing pR MiTel• Is alv :iys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabd atlon, 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. Safel Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 uu livaa II- Iyp- illy rly 0vv— T14124137 5118 G1 Hip 1 1 Job Reference (optional) Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:51 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-Dry38UOb83i_SKbmDGUOW FsMZF6slq H?GKe DarzDfjk -2-0, 5-9-4 11-0-0 15-8-8 20-5-0 24-9-0 .30-9-0 32-9-0 35-9-0 37-9-0 2-0 0 5-9-4 5-2-12 4-8-8 4-8-8 4-4-0 6--N 2-0-0 3-0-0 2-0-0 Scale = 1:66.2 5x8 = Sx8 = 4 526 2728 296 7 6.00 12 30 3 8 0 / : 9 N 31 25 10 0 m 2 16 m io 15 14 11 Io 1- o i 6x8 = 21 20 19 18 17 4x4 = 1 6x8 = 3x6 — 4x12 = 5.14 12 7x10 MT18 3x5 = 5-9-4 11-0-0 15-8-8 20-5-0 24-9-0 30-9-0 32-9-0 35-9-0 5-9-4 5-2-12 4-8-8 4-8-8 4-4-0 6-0-0 2-0 0 3-0-0 Plate Offs 'ts X,Y — 4:0-6-0,0-2-8 , 7.0-6-0,0-2-8 , 9:0-1-12,0-0-14 , 10:0-5-3,0-0-0 , 16:0-2-12,0-2-12 LOADINGI(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.25 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.54 13 >777 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.26 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matfix-MS Wind(LL) 0.31 15-16 >999 240 Weight: 209lb FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHO ID 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 4-7-11 oc bracing. 6-17: 2x4 SP No.3 WEBS 1 Row at midpt 8-15 WEBS 2x4 SP No.3 REACTIO S. (Ib/size) 2=1415/0-8-0, 10=1493/0-8-0 Max Horz 2=-266(LC 10) Max Uplift 2-905(LC 12), 10=-938(LC 12) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH O D 2-3=-2478/1791, 3-4=-2046/1564, 4-5=-2043/1654, 5-6= 2433/1892, 6-7=-2449/1900, 7-8=-2428/1765, 8-9=-3678/2604, 9-10=-4216/2919 BOT CH O D 2-21=-1404/2201, 19-21=-1404/2201, 18-19— 1002/1775, 6-16= 257/289, 15-16= 1252/2106, 14-15= 2308/3457, 12-14=-2308/3457, 10-12=-2496/3741 WEBS 3-19=-523/464, 4-19� 200/364, 5-18=-679/558, 16-18= 1166/1956, 5-16— 344/573, 7-16=-424/588, 7-15= 238/498, 8-15=-1426/1096, 8-14=-68/388, 9-12=-501/738, 4-18=-351/512 NOTES- 1) Unbala II I ced roof live loads have been considered for this design. 2) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B--45ft; L=36ft; eave=5ft; Cat. T; 11; Exp Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 1-6-2, Interior(1) 1-6-2 to 11-0-0, Extedor(2) 11-0-0 to 29-9 1, Interior(1) 29-9-11 to 37-9-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D 1.60 3) Provid dequate drainage to prevent water ponding. 4) All platc are MT20 plates unless otherwise indicated. 5) All platei1S are 3x4 MT20 unless otherwise indicated. 6) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This t ' ss 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 b tween the bottom chord and any other members. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacit of bearing surface: 9) Provide ) echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) !L=905, 1 0=938. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 o 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,201 1 ® ' RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1 e/03/2015 BEFORE USE. Desl' n valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trL build S system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ng design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing q� g� MiTei`L` is al ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabi anon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS13-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss truss lype Qty Ply SWAIN T14124138 75118 G2 Hip l\ 1 1 Job Reference (optional) 1.11AlIlU I I IUJJr II IV., �Vll rltflVe r� ID:xMZGVRnJKn?kQ6pYcCop57zMW87-YrxOSWwP?r98G4A_PnXo0vpc WpIS6FM6V_5n z e q 2-0-0 13-0-0 20-5-0 22-9-0 27-9-0 30-9-0 32-9-0 35-9-0 37-9-0 2-0-0 6-9-4 6-2-12 7-5-0 2-4-0 5.0-0 3-0-0 2 o Scale = 1:68.2 5x8 = 3x4 11 5x8 = 6.00 F,2 5 28 29 6 7 3x4 i 4x4 4x6 i B 3x4 II 27 4x6 q 3 9 10 m 11 26 30 12 0 2 18 17 16 � o 13Io 6x8 = 22 21 20 1 g 3x4 = 3x5 = 15 5x12 = _ 3x6 — 5x8 = 3x4 11 7x10 MTIBHS= 3x5 = 3x4 11 5.14112 6-9-4 13-0-0 20-5-0 22-9-0 30-9-0 32-9-0 35-9-0 6-9-4 6-2-12 7-5-0 2-4-0 8-0-0 2-0-0 3-0-0 Plate 141iffsets X - 3:0-3-O,Ed e , 5:0-6-0,0-2-8 , 7:0-6-0,0-28 , 9:0-3-0,Ed e 11:0-1-12 0-0-14 , 12:0-5-15,Ed e , 18:0-2-4,0-2-12 LOAD 4G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.25 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.53 15 >801 240 MT18HS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.83 —. Horz(CT) 0.24 12 n/a n/a BCDL 1 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.29 15 >999 240 Weight:211 lb FT=20% LUMB R- BRACING - TOP C AORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc pudins. BOTC IORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. 6-19: 2x4 SP No.3, 12-14: 2x4 SP M 31 W EB 2x4 SP No.3 REACT IONS. (lb/size) 2=1415/0-8-0, 12=1493/0-8-0 Max Harz 2=-306(LC 10) Max Uplift 2=-905(LC 12), 12=-938(LC 12) FORC 1 S. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP GIORD 2-26=-2439/1707, 3-26=-2371/1725, 3-4=-2304/1729, 4-27= 1921/1444, 5-27— 1840/1465, 5-28=-2019/1659, 28-29— 2019/1659, 6-29= 2019/1659, 6-7=-2017/1651, 7-8=-2167/1622, 8-9=-3879/2646, 9-10=-3901/2635, 10-11=-3684/2451, 11-30=-4124/2693, 12-30= 4181/2687 BOT ORD 2-22=-1332/2187, 21-22=-1332/2187, 20-21= I332/2187, 6-18=-352/387, 17-18=-1055/1894, 16-17= 1627/2499, 14-16= 2130/3442, 12-14=-2278/3707 WEB,1 4-20= 628/531, 5-20=-96/337, 18-20= 840/1487, 5-18— 371/568, 7-18=-358/412, 7-17=-304/555, 8-17=-760/673, 8-16=-716/1343, 10-16=-586/410, 1 11-14— 388/675 1) Un iI lanced roof live loads have been considered for this design. 2) Wi : ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 1-6-2, interior(1) 1-6-2 to 13-0-0, Exterior(2) 13- -0 to 27-9-0, Interior(1) 27-9-0 to 37-9-13 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DO =1.60 plate grip DOL=1.60 3) Pro ide adequate drainage to prevent water poncling. 4) All lates are MT20 plates unless otherwise indicated. 5) Thi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * T s 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 wilt it between the bottom chord and any other members. 7) Be ing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify cap city of bearing surface. 8) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 905 lb uplift at joint 2 and 938 lb uplift at i �nt 12. Standard Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 All RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Des! -� n valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a fn system. Before.use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall bulk ig design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is al. ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabSafe QualityCriteria. DSB-89 and SCSI Building Component Blvd. ,Inlformation available from Truss Plate Institute, 2118 N. Lee Street, Su to 312, Mexandrifa, 2231 Tampa, FL 33610 VU II_ I IIuzo gyp. Wly fly .V 11V T14124139 '5118 G3 HIP ' 1 1 Job Reference (optional) Chambers �fruss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:53 2018 Page 1 II I D:xMZGV RnJKn?kO6pYcCop57zMW 87-9E3pZA1 rggyhiel9KhXsbgxnw2ucmrolje7KfkzDfji 0-0 7-10-14 15-0.0 20-9-0 27-10-2 35-9-0 37-9-0 -0-0 7-10-14 7-1-2 5-9-0 7-1-2 7-10-14 • scale=1:66.2 5x6 = • 5x6 = 6.00 FIT 4 23 2425 26 5 5x8 22 27 5x8 cc 3 6 m 0 r i 21 28 m 2 7 m 0 1 g Iq 0 14 t3 12 11 10 9 3x5 3x4 11 4x6 = 3x4 = 3x4 I = 3x5 = 3x4 = 4x6 = 7-10-14 15-0-0 20.9-0 27-10.2 35-9-0 7-10-14 7-1-2 5-9-0 7-1-2 7-10-14 Plate Offs is X,Y — 3:0-4-0,0-3-0 , 4:0-4-0,0-2-8 , 5:0-4-0,0-2-8 , 6:0-4-0,0-3-0 LOADING.i i (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL �20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.48 9-11 >885 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.60 9-11 >711 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.09 7 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Wind(LL) -0.54 12-14 >802 240 Weight: 175lb FT=20% LUMBER BRACING - TOP CHOi D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-14 cc puffins. BOT CHO D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-15 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-12, 6-11 REACTIO S. (lb/size) 2=1434/0-8-0, 7=1434/0-8-0 Max Horz 2=343(LC 11) Max Uplift 2= 919(LC 12), 7=-919(LC 12) Max Grav 2=1447(LC 17), 7=1447(LC 18) FORCES. i (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH D 2-3=-2454/1712, 3-4=-1802/1408, 4-5— 1532/1349, 5-6=-1802/1408, 6-7=-2455/1712 BOT CHO D 2-14=-1314/2361, 12-14=-1314/2361, 11-12= 796/1645, 9-11=-1358/2111, 7-9= 1358/2111 WEBS 3-14=0/326, 3-12= 828/647, 4-12= 255/499, 5-11=-255/499, 6-11= 829/647, 6-9=0/326 NOTES- 1) Unbaia 1 ced roof live loads have been considered for this design. 2) Wind: CE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft B=45ft; L=36ft; eave=5ft; Cat. ll; Exp -,Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 1-6-2, Interior(1) 1-6-2 to 15-0-0, Extedor(2) 15-0-0 to 25-9 rt1, Interior(1) 25-9-11 to 37-9-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide�ladequate drainage to prevent water ponding. 4) This tru s 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 b tween the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=919, =919. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6604 Parke East Blvd. Tampa FL 33610 Date: May 23,201 j ® 11li RN1NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO-7473 rev. 10/032015 BEFORE USE. Desl n 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 bull. s system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Ing design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is al ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrl ation, storage, delivery, erection and bracing of trusses and truss systems, seeANSIJTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 „— ,yPc �,r ry ovvrvry T14124140 '5118 G4 HIP 1 �rly 1 Job Reference (optional) hambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:54 2018 Page 1 I D:xMZGVRnJKn?kQ6pYcCop57zM W 87-dQdBmW 2U R_4YJnKLu0258uTzJSFeV8 PRylttBAzDfjh 0-0 4-8-0 6-2-8 11-7-4 17-0-0 18-9-0 24-1-12 29-6-8 35-9-0 • 0-0 4-8-0 1-6-8 5-4-12 5-4-12 1-9-0 5-4-12 5-4-12 6-2-8 • Scale: 3/16"=1' 5x6 = 5x6 = • 6.00 12 6 28 7 29 27 3x4 11 3x4 3x6 526 8 3x6 4 9 m 3x4 // o 3x6 i 10 `O 3 30 25 2 11 0 1 jV 18 17 16 15 14 113311 32 12 3x6 I I 5x6 — 34 3x4 I 13x4 — 4x6 = 3x4 = 3x5 = 3x5 = 4-8-0 11-7-4 17-0-0 18-9-0 26-10-2 35-9-0 4-8-0 6-11 4 5 4-12 1-9-0 8-1-2 8-10-14 Plate Offs s X,Y -- 6:0-3-0,0-2-0 , 7:0-3-0,0-2-0 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.17 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.32 12-14 >999 240 BCLL 0.0 Rep Stress Incr• NO WB 0.91 Horz(CT) 0.04 11 n1a n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -MS, Wind(LL) 0.14 17-18 >999 240 Weight: 189Ito FT=20% LUMBER- BRACING - TOP CHOI D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHOI 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-17 REACTIOI S.. (lb/size) 2= 21/0-3-8, 1 8=1 785/0-8-0, 11 =1 143/Mechanical Max Horz 2=374(LC 11) Max Uplift 2=-421(LC 10), 18=-1282(LC 12), 11=-617(LC 12) Max Gram 2=303(LC 9), 18=2247(LC 17), 11=1252(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-1185/1391, 3-5= 14431800, 5-6=-1425/1031, 6-7=-1170/970, 7-8=-13461979, 8-10=-2127/1326, 10-11=-2320/1396 BOT CHO D 2-18=-950/1094, 17-18=-950/1094, 15-17=-404/1051, 14-15=-407/1054, 12-14=-818/1541, 11-12= 1147/2023 WEBS 3-18= 2091/1639, 3-17=-1553/2115, 5-17=-510/590, 6-15=-1801352, 7-14=-287/475, 8-14= 738/602, 8-12=-282/586, 10=12=-352/388 NOTES- 1) Unbalad ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft Cat. 11; Exp G, Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-12 to 1-6-2, Interior(1) 1-6-2 to 17-0-0, Extefior(2) 17-0-0 to 18-9-1, Interior(1) 23-9-11 to 35-9-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DO II=1.60 3) Provide dequate drainage to prevent water ponding. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This.tr ss 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 b ween the bottom chord and any other members, with BCD = 1 O.Opsf. 6) Refer to I, irder(s) for truss to truss connections. 7) Provide nechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ili uplift at joint(s) except Qt=lb) 2=4211 8=1282, 11=617. 8) Hanger ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 69 lb up at 12-0-0, nd 80 lb down and 69 lb up at 15-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of other 9) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA E(S) Standard Joaquin Velez PE No.68182 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cart 6634 'Uniform oads (plf) ' 6804 Parke East Blvd. Tampa FL 33810 eft: 1 6=-54, 6-7=-54, 7-11=-54, 19-22= 20 Date: continued •i page 2 May 23,2011 ® IRKING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M/1-7473 rev. 1010312015 BEFORE USE. Desl(p valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tr system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall •� bull (g design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 9� i ! Hatt' Is aiv zjys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrl ation, 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. Safetv Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 wu nubb ilubb iypc y riy ovvnuv T14124140 r5118 G4 HIP 1 1 Job Reference optional) Chamber russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:54 2018 Page 2 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-dQdBmW 2U R_4YJnKLuO258uTzJSFeV8PRyittBAzDfj h LOAD CASES) Standard • Conce rated Loads (Ib) Vert: 26=-75(F) 27=-75(F) ® WA NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE Design alld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' a truss tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulidi design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�y MOW Is alw required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the systems. Quality q�iterla, DSB-89 and BCSI Building Component Blvd. Safelty I formatlon available from Truss Plate Institute, 218 N. Lee Street, ite 312, Alexlandria. 2231 Tampa, FL 361 iyPe Wry ply ov-11N T14124141 16118 G5 COMMON • • 2 1 Job Reference (optional) 'Chambers Truss, Inc., Fort Pierce, FL 8.130 S Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:55 2018 Page 1 ID:xMZGVRnJKn?kQ6pYcCop57zMW 87-6dBa_s36CHCPxxvYS6ZKg507dsaxEeYaBycRkczDfjg -2-0-0 4-8-0 6-6-0 12-2-4 17-1 23.6-12 29.3-0 35-9-0 %8 2-0-0 4-8-0 1-10-0 5-8-4 5-8-4 5-8-4 5-8-4 6-6-0 • Scale = 1:65.3 5x6 = 6.00 12 6 25 26 24 3x6 i 3x4 11 3x4 5 7 3x6 4 8 3x4 4x5 i 9 3 27 23 2 10 qIMa 1 Ia 0 16 15 14 13 12 28 11 3x6 11 6x8 — 3x6 = 3x4 — 3x6 = 3x4 = 3x5 = 3x5 4-8-0 12-2-4 17-10-8 19-9-10 26-11-0 35-9-0 4-8-0 7-6-4 5-8-4 1-11-2 7-1-6 8-10-0 Plate Oifs s X,Y -- 2:0-0-0,0-0-4 , 15:0-3-8,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.29 11-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.03 10 n/a n/a BCDL P0.0 Code FBC2017lf P12014 Matfix-MS Wind(LL) 0.20 15 >999 240 Weight: 180 lb FT = 20% LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHO D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-15, 7-13 REACTIO IS. (Ib/size) 2— 226/0-3-8, 16=2019/0-8-0, 10=1113/Mechanical Max Horz 2=390(LC 11) Max Uplift 2� 523(LC 17), 16_ 1469(LC 12), 10=-593(LC 12) Max Grav 2=374(LC 9), 16=2425(LC 17), 10=1235(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-143211703, 3-5=-1379/647, 5-6=-1324/871, 6-7=-1264/847, 7-9= 2100/1237, 9-10=-2269/1287 BOT CHO D 2-16=-1212/1326, 15-16_ 1212/1326, 13-15=-273/1008, 11-13=-651/1451, 10-11= 1016/1975 WEBS 3-16=-2251/1738, 3-15— 1665/2328, 5-15=-548/583, 6-13=-388/821, 7-13=-721/555, 7-11= 321/632, 9-11= 368/404 NOTES- 1) Unbalar ed roof live loads have been considered for this design. 2) Wind: ASCE II; Exp d 7-10; VUlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft B=45ft; L=36ft; eave=5ft; Cat. Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-12 to 1-6-2, Interior(1) 1-6-2 to 17-10-8, Exterior(2) 17-10-8 � 21-5-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This trusshas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This t ;s 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 be�tiween the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to,girder(s) for truss to truss connections. 6) Provide itechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=523, 16=1469, 10=593. 7) Hanger( or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 69 lb up at 12-2-0, 80 lb down and 69 lb up at 15-2-0 on top chord. The design/selection of such connection device(s) is the responsibility of othersl Ilid 8) In the LC}I D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 11 Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform loads (plf) Joaquin Velez ert: 1-6=-54, 6-10=-54, 17-20— 20 Inc. IL Cert 6 34 MiTek USA,East Certmpa Concent ked Loads (lb) Parke East Blvd. Tampa FL 33810 l • ert: 5=-75(F) 25=-75(F) Date Date: May 23,201 i i1 ® W RN/NG - Verlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE Desig valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � atrUSisystern. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall WIWI design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mew Is aiw ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safeh nformation avallabie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 III IVU II... II... Iyptl ..rty rly JVVnI1V T14124142 5118 GR5 MONOPITCH GIRDER r1 1 Job Reference optional) 'Chambers j russ, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Wed May 23 09:17:55 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-6dBa_s36CHCPxxvYS6ZKg5OBAsciEjOaBycRkczDfjg 3-4-2 6-2-0 3-4-2 2-9-14 ` Scale = 1:20.8 3 3x4 I 6.0D F12 3x5 5- 2 t 8 5 9 NAILED HUS26 HUS26 3x8 II 3x4 = 6x8 = 4 3-4-2 6-2-0 3-4-2 2-9-14 Plate Offse s X,Y -- 1:0-1-12,Ed e , 4:Ed e,0-4-0 LOADING'(psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/deft L/d PLATES GRIP TCLIL 0.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.03 5-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.03 5-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) -0.01 4 n/a n/a BCDL 0.0 Code FBC2017ffP12014 Matrix -MP Weight: 35 Ib FT = 20% LUIMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHO D 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-3 oc bracing. REACTIO S. (lb/size) 1=741/0-3-8, 4=941/0-8-0 Max Harz 1=171(LC 21) Max Uplift 1=-721(LC 8), 4= 1042(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO: D 1-2=-1200/1207 BOT CHO D 1-5= 1200/1065, 4-5=-1200/1065 WEBS 2-5=-1119/997, 2-4=-1246/1404 NOTES- 1) Wind: CE 7-10; Vult=16omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4fh Cat. II; Exp Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This tr ss 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 b een the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=721, 1 1042. 5) Use US the left HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max starting at 2-10-12 from .�d to 4-10-12 to connect truss(es) to back face of bottom chord. 6) Fill all n it holes where hanger is in contact with lumber. 7) 'NAILED," indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA 1E(S) Standard 1) Dead+ oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform pads (plf) ert: 1-3= 54, 1-4= 20 Concen dated Loads (lb) ert: 7=-89(11) 8— 687(B) 9=-461(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 W Dest I NING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIh7473 rev. 10/09/2015 BEFORE USE. ii valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a trLp. system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall build g design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� g p� is al ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 8 V®� i'�ii' fabrl tion, 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. Safat Informalion available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ,uu uuao nuaa iyNe —Y ny JVVHIIV 15118 GR6 IMONOPITCH GIRDER 1 I 1 Job Ref, T14124143 Pierce, FL 8.130 s Mar 11 2018 MITek I I D:xMZGV RnJ Kn? kQ6pYcC op57zM W 87-ap 3-4-2 6-2-0 3-4-2 2-9-14 1 3x4 II 3 NAILED NAILED v v 3-4-2 6-2-0 3-4-2 2-9-1, Inc. Wed May 23 09:17:56 2018 Scale=1:21.2 Plate Offs(Its X,Y - 4:Ed e,e-4-0 LOADING psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 35 lb FT = 20 LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHO D 2x6 SP No.2 except end verticals. W EBS I 2x4 SP No,3 BOT CHORD Rigid ceiling directly applied or 6-4-7 oc bracing. REACTIO .S. (lb/size) 1=568/0-3-8, 4=1133/0-8-0 Max Harz 1=171(LC 8) Max Uplift 1=-471(LC 8), 4=-1173(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHOP D 1-2=-1003/874 BOT CHO D 1-5=-892/880, 4-5— 892/880 WEBS 2-5=-808/817, 2-4=-1029/1044 NOTES- 1) Wind: A CE 7-10; Vult=160rriph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t °s s 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 be IWeen the bottom chord and any other members. 4) Provide Techanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=4711 4r1173. 5) Use US HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 4-10-12 from the left end to connect truss(es) to front fac$ of bottom chord. 6) Fill all nli! holes where hanger is in contact with lumber. 7) "NAILEI indicates 3-10d (0.148"xX) or 3-12d (0.148"x3.25°) toe -nails per NDS guidlines. 8) In the LD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + F oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform�Jioads {plf)ert1-3=-54,1-4=-20 Concentdted Loads (lb) . trt: 7= 89(F) 8=-163(F) 9=-1004(F) Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® WA NING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/012015 BEFORE USE. Desig 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 buildirj ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is alw("required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric ion, storage, delivery, erection and bracing of Trusses and truss systems, seeANSf/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 i.uoo iyPe wriy �.ovv— COMMON GIRDER ' I 1ry I 1 Inh Gab T141.24144 '5118 GR7 'Chamberruss, Inc., Fort Pierce, 2 0 8.130 s Mar 11 2018 MiTek Industnes, Inc. Wed May 23 09:1 /:bI 2Ulb rage 1 I D:xMZGV RnJKn?kQ6pYcCop57zM W 87-2?J KPY4MkvT7AF2wZW bomW 5XzgHJi WtteG5XoVzDfje 3-6-0 7-0-0 3-6-0 3-6-0 3x4 11 ,3 .._--- 5x6 4x10 II----- oxo — = HUS26 Scale: 1/2"=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) , Weft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.03 5-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.06 5-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.05 5-7 >999 240 Weight: 40lb FT=20% LUMBER4I BRACING - TOP CHOP D 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIOOS. (lb/size) 1 =1 916/0-8-0, 4=1901/Mechanical TOP CHORD . Structural wood sheathing directly applied or 4-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-9 oc bracing. Max Harz 1=195(LC 21) Max Uplift 1=-1013(LC 8), 4=-1098(LC 8) FORCES. I (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHOI D 1-2=-2796/1445 BOT CHO D 1-5=-1442/2500, 4-5=-1442/2500 WEBS 2-5=-1195/2274, 2-4= 2805/1617 NOTES- 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24fh eave=4ft; Cat. 11; Exp Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This tru -s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t ss 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 b 41Neen the bottom chord and any other members. 4) Refer to Irder(s) for truss to truss connections. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=1013 If1=1098. 6) Use US HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-12 from the left end 5-4-12 to connect truss(es) to front face of bottom chord. 7) Fill all n it holes where hanger is in contact with lumber. 8) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA.' E(S) Standard 1) Dead + i1 oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) " ert: 1-3=-54, 1-4=-20 Concert fated Loads (lb) (Vert: 5=-1093(F) 8=-1123(F) 9= 1093(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ®W NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE. Dell r�valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tru system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p� g p� build Is Ig design. Bracing Indicated Is to prevent buckling of Individual I. web and/or chord members only. AddIllonal Temporary and permanent bracing to Injury damage. For regarding the 6Y�� i�Ii' al ,rdys Sabefv� required for stability and prevean,nt collapse with possible personal and property general guidance and .sses 'russ erection nlformafiostoran available from Truss Plate Institu"acinte, 218 N. Lee Street, systems t 312, AleNandrIO,HA 2 3 Qdterla, DSB-89 and BCSI Building Component Tampa, FL 3361 6904 Parke East Blvd. uu Itu ILUJJ Iyp- Wry rly JYVr1I14 T14124145 5118 GRA HIP GIRDER ' 1 1 Job Reference (optional) L'hambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:58 2018 Page 1 I D:xMZGV RnJKn?kQ6pYcCop57zMW 87-W Ctict5—VCb_oPd67E61 Ikec73ZZRzd 1 twr5KxzDfjd 0-0 3-10-14 7-0-0 10-10.9 12.9-0 18-6-0 21-7-2 25-6-0 27-6.0 0 3-10-14 3-1-2 3-10-9 1-10-7 5-9-0 3-1-2 3-10-14 2-0.0 ' Scale = 1:48.7 NAILED 4x6 = NAILED __ NAILED 3x8 NAILED NAILED 4x6 = 4 22 23 24 5 25 26 27. 6 6.00 F12 2x3 11 2x3 11 3 7 co 0 m m 2 8 m Io 0 1 15 14 28 29 13 12 30 31 9 11 10 2x3 I I 3x4 = NAILED NAILED 5x8 MT18HS = NAILED 3x4 = 2x3 I I 3x6 = 3x6 _ NAILED 2x3 II NAILED 3-10-14 7-0-0 10-10-9 12-9-0 18-6-0 _ 21-7-2 25-6-0 3-10-14 3-1-2 3-10-9 1-10-7 5-9-0 3-1-2 3-10-14 Plate Offs s X,Y - 2:0-6-0,0-0-6 , 8:0-6-0,0-0-6 LOADING � psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.29 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.33 11-12 >926 240 MT18HS 244/190 BCLL 11.0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 124 lb FT = 20% LUMBER- I BRACING - TOP CHO I, D 2x4 SP M 30 TOP CHORD BOT CHOf D 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIO S. (lb/size) 2=1954/0-8-0, 8=1954/0-8-0 Max Horz 2=-169(LC 6) Max Uplift 2— 1534(LC 8), 8= 1534(LC 8) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-3588/2656, 3-4=-3535/2717, 4-5— 3197/2515, 5-6=-3197/2515, 6-7= 3535/2717, 7-8=-3588/2656 BOT CHO 2-15= 2214/3154, 14-15= 2214/3154, 12-14=-2715/3978, 11-12= 2715/3978, 10- 11 =-2197/31 54, 8-1 0=-21 97/3154 WEBS 4-14=-689/1050, 5-14= 1007/628, 5-12=0/478, 5-11— 1007/628, 6-11=-689/1050 Structural wood sheathing directly applied or 3-8-0 oc puffins. Rigid ceiling directly applied or 4-5-4 oc bracing. NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: Af CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=20ft; B=45ft L=26ft; eave=tft Cat. 11; Exp CEncl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plate are MT20 plates unless otherwise indicated. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This tr s 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 be een the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1534, =1534. 8) "NAILED indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(, or other connection device(s) shall be provided sufficient to support concentrated load(s) 236 lb down and 378 lb up at 7-0-0, and 236 lb down and 378 lb up at 18-6-0 on top chord, and 316 lb down and 398 lb up at 7-0-0, and 316 lb down and 398 lb up at 18 I�-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS (S) Standard 11 dead + of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform I Dads (plf) �(ert. 1-4=-54, 4-6=-54, 6-9= 54, 16-19= 20 ;ontinued Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® WA NING - Verily desrgn parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE Deslg vaild for use only wlih MITekO connectors. This design Is based only upon parameters shown, and Is for an Indivlduat bullding component, not I' a truss ysTem. Before use, the building designer must verify the appilcablllty of design parameters and properly incorporate this design Into the overall build) design. Bracing Indicated Is to prevent twckling of Individual truss web and/or chord members only. AddiBon.1 temporary and permanent bracing MiTek' Is alw fabric, required for stab01ty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n, storage, delivery, erection and bracing of trusses and fnrss systems, seeANSI/TPI l 6uality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety;lhformatlon available from Truss Plate Institute, 218 N. Lee Sfreet, Sul'e 312, Alexandria, VA 22314. Tampa, FL 33610 Ivu '5118 I luau IIU— IyNd .pry riy uvv nnv T14124145 GRA HIP GIRDER 1 1 Job Reference (optional) Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:17:58 2018 Page 2 I D:xMZGV RnJKn?kQ6pYcCop57zM W 87-W Ctict5_VCb_oPd67E61 Ikec73ZZRzd 1 twr5KxzDfjd LOAD . Cor Standard Loads (Ib) 4-167(B) 6=-167(B) 14=-316(B) 12-57(B) 5=-110(B) 11=-316(B) 23-110(B) 24=-110(B) 25=-110(B) 26-110(B) 28=-57(B) 29=-57(B) 30-57(B) 31-57(B) A WANING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev. 1010312015 BEFORE USE Design alld for use only wlih MITek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' PM a truss buildi • tern. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` • Is alwa' fabric required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the �lon, storage, delivery, erection and bracing of trusses and truss systems, I Quality Criteria, DSB-89 BCSI Building Component 6904 Parke East Blvd. Safety seeANSI/TPI and nformalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 IVU IIUJO '5118 GRB Chambers russ, Inc., Fort Pierce, FL - -0-0 3-9-4 2=0-0 3-9-4 • IIII 2 6.00 12 3x4 i 3 IIUJJ IYp Half Hip Girder 5-3-8 ll ly rly JYV MIIV 1 I 1 Job Reference (optional) 8.130 s Mar 112018 MTek Industries, Inc. I D:xMZGVRnJKn?kQ6pYcCop57zM W 87-Sa_S 1 Z7EOgri1 17-7.0 5-3-8 TI4124146 2018 Pagel Scale = 1:42.5 NAILED NAILED NAILED NAILED 4x8 = NAILED NAILED 2x3 II 3x6 = 4x10 = NAILED NAILED 3x6 = 4 19 20 21 5 22 6 23 7 24 25 26 8 15 14 27 13 28 12 29 30 31 32 10 33 34 9 3x4 — 2x3 II 3x4 =NAILED 3x6 = 4x10 —_ NAILED 3x6 II NAILED 3x4 = 3x4 II NAILED NAILED NAILED NAILED NAILED Plate Offse ' 3-9-4 3-2-12 5-3-8 S-s-TZ u-r-rz 4-3-14 4-1 I-e s X,Y — 4:0-5-4,0-2-0 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.05 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.12 12-14 >999 240 BCLL 0.0 10.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.02 11 n/a n/a BCDL Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.08 12-14 >999 240 Weight:131 lb FT=20% LUMBER- III BRACING TOP CHOF}b 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins, BOT CHOI 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-12 REACTIO (lb/size) 2=1105/0-8-0, 11=2530/0-3-8 Max Harz 2=289(LC 25) Max Uplift 2=-834(LC 8), 11= 1649(LC 5) FORCES. (blb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHO 2-3— 1836/1185, 3-4=-1645/1168, 4-5=-10341733, 5-7=-1034/733, 7-8= 220/297 BOT CHO 2-15=-1182/1601, 14-15=-1182/1601, 12-14= 1106/1474, 11-12=-651/395, 10-11=-666/406 WEBS 3-14=-303/206, 4-14— 311/636, 4-12= 530/449, 5-12= 590/587, 7-12= 1339/2029, 7-11= 2277/1670, 7-10=-310/616, 8-10=-533/404 NOTES- 1) Unbalan d roof live loads have been considered for this design. 2) Wind: A E 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h=20fh B=45f; L=24f; eave=4ft Cat. II; Exp C Encl., GCpi=0.18; MIN FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide equate drainage to prevent water ponding. 4) This trus 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be'' een the bottom chord and any other members. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 6t=1b) 2=834, 1 =1649. 7) "NAILED indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s or other connection device(s) shall be provided sufficient to support concentrated load(s) 227 lb down and 341 lb up at 7-0-0 on 'bp chord, and 316 lb down and 315 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the respo' sibility of others. 9) In the LID D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Ill: of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniformads (plf) 1-4=-54, 4-8=-54, 9-16=-20 Concentr hed Loads (Ib) ert:4= 155(B) 6=-110(B) 14=-316(B) 20=-110(B) 21=-110(B) 22=-110(B) 23= 110(B) 24=-110(B) 25=-110(B) 26=-124(B) 2�7= 57(B)28=-57(B) 29= 57(B) 30= 57(B) 31= 57(B) 32=-57(B)33=-57(B) 34=-62(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 23,2018 0 WA li ((S�ING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTrEK REFERAHCE PAGE MI17473 rev. 1010312015 BEFORE USE Design !alid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss bulldln tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek` Is alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric ton, storage, delivery, erection and bracing of trusses and inns systems, seeANSVTPIi Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Aformation available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ruv 15118 'Chan rivaa IIU0 IYPV illy fly ov'mN T14124147 GRD ROOF SPECIAL GIRDER 1 1 IJob Reference (optional) Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:01 2018 Page 1 I D:xMZGVRnJKn7kQ6pYcCop57ZM W 87-wnYrEvetn7zZfsMhoMgkwMG4fH W CeK1 TZt3lxGzDfja -2-0-0 4.8-0 5- -15 9-4-2 1 -4 13-7-5 -1 -8 21.3-12 28-9-0 34-0-4 39-1-12 44-5-0 2-0-0 4.8-00-11- 4 3-3-5 4-3-3 5-5-4 5-3-4 5-1-8 5-3-4 5x6 = 6.00 12 6 6x8 i 5x6 4x6 i 7 5 4 3x5 i 3 m 2 qa 1 0 21 20 19 18 17 3x5 = 3x6 I I 6x8 = 3x6 = 4x5 = 6x10 = NAILED NAILED 5x12 = 3x4 II 4x12 = 3x4 11 8 9 NAILED10 NAILED 11 16 15 14 29 30 13 31 32 12 3x4 11 7x8 = 3x8 I I 7x8 = 5x8 MT18HS = HUS26 NAILED NAILED NAILED NAILED 4-6-0 4.1-14 4- 7-6-0 10-4-010-013-7-5 17-10-8 23-3-12 28-9-0 34-0-4 39-1-12 44-SO 4.1.14 0- - 2-10-0 2-10-0 0• 0 2-11-5 433 5-5.4 5-Sd 5-3-0 5.1.8 .1 4 n-4.n LOADING '(psf) SPACING- 2-0-0 TCLL Plate Grip DOL 1.25 TCDL �0.0 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL A0.0 Code FBC2017fFP12014 LUMBER -II CSI. DEFL. in (loc) I/defl Ud TC 0.71 Vert(LL) -0.28 13-14 >999 360 BC 1.00 Vert(CT) -0.51 13-14 >800 240 WB 0.86 Horz(CT) 0.06 12 n/a n/a Matfix-MS Wind(LL) 0.4013-14 >999 240 BRACING - Scale = 1:88.1 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 272 lb FT = 20% TOP CHO i D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc puffins, BOT CHO D 20 SP M 30 *Except' except end verticals. 12-15: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-20, 5-18, 6-18, 7-18, 8-17, 10-12, 5-20 5-18,8-14,10-14,10-12: 2x4 SP M 30 I REACTIO1 S. All bearings 0-8-0 except Qt=length) 2=0-3-8. () - Max Horz 2=329(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 12=-1706(LC 8), 2— 395(LC 18), 21=-1052(LC 18), 20=-2466(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2 except 12=2887(LC 1), 21=561(LC 4), 20=4146(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO D 2-3— 750/1124, 3-5=-1559/2662, 5-6=-505/412, 6-7=-436/435, 7-8= 1792/1048, 8-9=-5436/3183,9-10=-5436/3183 ' BOT CHO D 2-21=-973/537, 20-21=-973/537, 18-20= 2307/1382, 17-18=-862/1554, 16-17=-2435/4202, 14-16=-2430/4202, 13-14=-2324/3941, 12-13=-2324/3941 WEBS 3-20=-1468/916, 5-18=-170213076, 7-18= 2028/1286, 7-17= 1018/1869, 8-17=-3164/1880, 8-14= 1232/1573, 9-14=-288/266, 10-14=-1039/1807, 10-13=-352/1013, 10-12=-4720/2775, 3-21=-516/1144, 5-20=-3422/2143 NOTES- lit 1) Unbalanced roof live loads have been considered for this design. 2) Wind, A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=44ft; eave=5fh Cat. II; Exp 111dequate Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide drainage to prevent water ponding. 4) All plate l are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This tr s 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 b een the bottom chord and any other members. 7) Provide j echanical connection (by others) of truss to bearing plate capable of withstanding 1706 lb uplift at joint 12, 395 lb uplift at joint 2, 11152 lb uplift at joint 21 and 2466 lb uplift at joint 20. 8) This trus has large uplift reaction at jt. 18 from gravity load cases. Proper connection is required to secure truss against upward !noveme it at the bearings. Building designer must provide for uplift reactions Indicated. 91 Use LISF HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 35-9-12 from the left end to connect truss(es) to back fac of bottom chord. 10) Fill all r fail holes where hanger is in contact with lumber. 117 "NAILE D" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) In the L,�OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ®W RNfNG - Veri/y design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2013 BEFORE USE. Desig J valid for use only with MiTek® connectors. fits design Is based only upon parameters shown- and Is for an individual building component, not a to build! system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall ;g design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��'��` Is alw ys required for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabric Safeh ' - tl0n, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component )nformalion available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 ,Uu i i uaa n uaa T ype wiy ny ov— T14124147 '5118 GRID ROOF SPECIAL GIRDER 1 1 Job Reference o tional Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:01 2018 Page 2 I D:xMZGVRnJKn?kQ6pYcCop57zMW87-wnYrEvetn7zZfsMhoMgkwMG4fHWCeKi TZt3lxGzDfja LOAD CASES) Standard 4) Dead +IRoof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) I ert: 1-6= 54, 6-8=-54, 8-11=-54, 12-22=-20 Concen Yated Loads (lb) �/ert: 13=-57(B) 10=-110(B) 26=-110(B) 27=-110(B) 28=-110(B) 29= 1880(B) 30=-57(B) 31=-57(B) 32=-57(B) ® WARNING •Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Desig valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �� a tr ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buildl design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� g� • Is alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the LY@��R fabric � lion, 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 wry Irry I ovv/ 1V T14124148 Ivu IIIIAJ IIubb IyIJ- '5118 GRG HIP GIRDER Inc., Fort Pierce, C5-755 1 e� L Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:05 2018 1 I D:xMZGVRnJKn7kQ6pYcCop57zMW87-pYoL4HBNrMT_8UfT1 Ckg4CRlkuymaBJ3UV1 z41 32-9-8 1-3.8 NAILED 4x4 = NAILED NAILED 5x8 = 8x10 = NAILED NAILED NAILED NAILED 4x6 = NAILED NAILED 3x8 _ NAILED a nn No- 4 28 29 530 31 32 6 337 34 35 8 36 9 37 38 10 Scale: 3/16"=1' 3 11 2 8x1 = 15 AA 14 / 12RI 22 21 20 19 47 — � ILED NAILED NAILED 4x4 = 13 39 4041 42 17 45 46 18 NAILED NAILED 5x8 MT18HS = 7x10 MT18HS = M= NAILED NAILED 6x6 �68 12 NAILED ADEQUATE ax12 = NAILED SUPPORT NAILED REQUIRED 32.9.8 3-10-14 7.0.0 11-5-11 15-11-5 20.5.0 24-7-0 28-9.0 30-9-0 32-9-034•i-0 35-9-0 3-10-14 3-1.2 4-5-11 4-5-11 d•5.11 4-2.0 4-2-0 2-0-0 2.0-0 0 $ 1-&0 1.3.8 Plate Offs6is X,Y — 4:0-6-0,0-2-8 , 7:0-3-O,Ed e , 10:0-8-0,0-2-8 , 11:0-7-11,Edge], 12:0-8-4,0-0-0 , 16:0-5-4,0-3-4 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL t20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.51 18 >830 360 MT20. 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -1.18 18 >361 240 MT18HS 244/190 BCLL 10.0 ' Rep Stress Incr NO WB 0.58 Horz(CT) 0.32 12 n/a n/a BCDL 110.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.63 18 >678 240 Weight: 418lb FT=20% TOP CHORD 2x4 SP M 30 'Except' 10-12: 2x8 SP 240OF 2.0E BOT CHO D 2x4 SP M 30 `Except' 11-16: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3'Except` 11-13: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-8-3 cc bracing. REACTIO S. (lb/size) 12=2707/0-8-0, 2=2766/0-8-0 Max Harz 2=173(LC 7) Max Uplift 12=-1636(LC 8), 2=-1778(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3— 5412/3221, 3-4=-5299/3249, 4-5= 6503/3915, 5-6=-7411/4392, 6-8=-10122/6000, 8-9=-10145/6022, 9-10— 7017/4309, 10-1 1=-7373/4448,11-12=-1308/830 BOT CHO I D 2-22=-2795/4787, 21-22=-2795/4787, 20-21= 2762/4741, 19-20=-3715/6503, 15-16=-5288/9032, 14-15=-5287/9030, 11-14=-4021/6861, 17-19= 4360/7647, 16-17=-4348f7705 WEBS 3-21 _ 310/218, 4-21— 317/597, 4-20=-1216/2281, 5-20= 1244/830, 5-19=-609/1184, 6-16=-1801/3048, 9-16=-627/1348,9-14=-2430/1383,10-14=-1261/2297,8-16=-401/380, 6-19= 2094/1387, 11-13=-184/326 NOTES- 1) 2-ply tru to be connected together with 10d (0.131 "x3") nails as follows: Top cho s connected as follows: 2x4 -1 row at 0-7-0 cc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom ords connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs cc nected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads,pre 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 conn ctions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalan ed roof live loads have been considered for this design. 4) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C ' Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plate are MT20 plates unless otherwise indicated. 7 All plat11's re 3x4 MT20 unless otherwise Indicated. 8j This truhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This t 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 be iween the bottom chord and any other members. 10)' Bearin plat joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capaci of bearing surface. 11) Provide. echanical connection (by others) of truss to bearing plate capable of withstanding 1636 lb uplift at joint 12 and 1778 lb 0onttOfP dbaY'jMatcZ 2 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ®W Delp N/NG - Veri/y design parameters and READ NOTES ON THIS AND INM?EK REFERANCE PAGE MII.7473 rev. f0/0312015 BEFORE USE. valid for use only with MlTelc®connectors. R11s deslgn h based only upon parameters shown, and Is for an Indlvdual building component, not a trus�'system. building Before use, the building designer muss verify the applicability of design parameters and properly Incorporate this deslgn Into the overall deslgn. &acing Ind(cated is To prevent buckling of Individual truss web and chord members only. AddiBonai temporary grid pennanent bracing M!'�'ek" is alw required for stability and to prevent collapse with possible personal NJury and property damage. For general guldance regarding the fabric ibn, storage, delivery, ereclion and bracing of trusses and truss systems, seeANSI/iPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe jntormalion available from Truss Plate Institute. 218 N. Lee Street, suite 312. Alexandria. VA22314. Tampa, FL 33610 iuu �11 ..a Iuao .yNe wry ny ovenuv T14124148 '5118 GRG HIP GIRDER 1 n G .loh Reference (ontional) Inc., Fort Pierce, 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 23 09:18:05 2018 I I D:xMZGVRnJKn7kQ6pYcCop57zMW 87-pYoL4HBNrMT_8UfT1 Ckg4CRlkuymaBJ3UV1 z41 NOTES- d 12) "NAIL D" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 43) Hanger, �(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 322 lb up at 7-0-0, and 180 lb down and 294 lb up at 28-9-O n top chord, and 317 lb down and 316 lb up at 7-0-0, and 442 lb down and 279 lb up at 28-8-4 on bottom chord. The design/selection of such connection device) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform I-oads (plf) IIJert: 1-4= 54, 4-10_ 54, 10-12=-54, 19-25=-20, 11=16=-20, 17-18=-20, 17-19=-20, 16-17=-20, 12-13=-20 Concenaated Loads (lb) ert:4=-155(B) 7=-109(B) 10— 88(B) 21=-317(B) 16= 78(B)15=-78(B) 14_ 442(B) 9= 88(B) 8_ 88(B) 29= 109(B) 30= 109(B) 31=-109(B) 32=-109(B) 35=-109(B) $6=-88(13)38_ 88(B)39=-57(B)40= 57(8)41=-57(B)42=-57(B)43=-78(B)44= 78(B)45=-57(B)46=-57(B) A WAFN/NG Desigr1 - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. 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 15ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildl design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p,9 1" ' 6Ya�7�R is alw required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabric : tlon, 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 Institufe, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 iuu Iuaa nuaa type .pry r'y ovvr+uv • T14124149 15118 GRK HIP GIRDER • ► 1 1 Job Reference (optional) "Chamber ' Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:06 2018 Page 1 ID:xMZGVRnJKn?kQ6pYcCop57zMW 87-HkMkHcB?cgbridEfbvFvd=mlPnJm_Cj9nWcTzDfjV 2-0-0 5-0-0 8-0-0 13-0-0 2.0.0 5-0-0 3-0-0 5-0-0 • _ Scale = 1:24.6 4x4 = NAILED 4x4 = 3 14 4 ' 6.00 F12 c? o N 5 2 7m a 0 7 15 6 1 2x3 II NAILED 2x3 ll 3x4 = 3x4 = 13-0-0 5-0-0 3-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.31 Ver1I 0.10 6-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.08 6-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) -0.02 5 n/a n/a BCDL 0.0 Code FBC20171TP12014 Matrix -MS . Weight: 51 lb FT = 20% LUMBER-'1 BRACING - TOP CHOI D 2x4 SP 130 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOI, D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing. WEBS 2x4 SP No.3 REACTIO S. (lb/size) 5=690/Mechanical, 2=819/0-3-8 Max Harz 2=123(LC 7) Max Uplift 5=-804(LC 8), 2— 998(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO i D 2-3=-1192/1362, 3-4=-1024/1283, 4-5=-1176/1354 BOT CHO D 2-7=-1130/1015,6-7=-1143/1024, 5-6=-1130/1015 WEBS 3-7=-235/276, 4-6=-232/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20fh B=45ft; L=24ft; eave=oft; Cat. ll;Expc Encl., GCpi=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide 1,dequate drainage to prevent water ponding. 4) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This tri s 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 bE Teen the bottom chord and any other members. 6) Refer to;girder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 804 lb uplift at joint 5 and 998 Ito uplift at joint 2. 8) 'NAILE indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger('i or other connection device(s) shall be provided sufficient to support concentrated load(s) 227 lb down and 329 lb up at 5-0-0, ar 227 lb down and 329 lb up at 8-0-0 on top chord, and 198 lb down and 71 lb up at 5-0-0, and 198 lb down and 71 lb up at 7-11- on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CA (S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 8-11=-20 • Concentt ted Loads (Ib) ,ert: 3=-118(F) 4=-118(F) 7=57(F) 6=-57(F) 14=-56(F) 15=-30(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® WA 1 NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. Deslg a tr valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �' b.11dir design. Bracing Indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric'tton, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety nformation available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 uu i ivaa i ivaa i ype t,try ny OVVHIIV T14124150 5118 GRL HIP GIRDER 1 1 Job Reference (optional) Chambers russ, Inc., Fort Pierce, FL 8.130 s at 11 2018 MiTek Industries, Inc. Wed May 23 09:18:07 2018 Page 1 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-Iwv6VyCeNzjiNnpr9dn89dW 9gii42BAMxpW39wzDfj U 2-0.0 3-10-14 7-0.0 8-0-0 11-1-2 15-No 2-0-0 3-10-14 3-1-2 1-0-0 3-1-2 3-10-14 • Scale = 1:30.0 4x5 = 45 = 3 4 6.00 12 m m 5 2 �C? 0 7 6 2x3 2x3 I I 3x4 = 3x4 = 3-10-14 7-0-0 8-0-0 11-1-2 15-0-0 3-10-14 3-1-2 1-0-0 3-1-2 3-10-14 Plate Offs s X, — 2:0-1-0,Edge], 3:0-2-12,0-2-4 , 4:0-2-12,0-2-4 , 5:0-1-0,Ed e LOADING psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DO 1.25 TC 0.54 Vert(LL) 0.24 6-10 >737 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.18 6-10 >987 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.04 5 Na Na BCDL 10.0 Code FBC2017[rP12014 Matrix -MS Weight: 61 lb FT= 20% LUMBER- BRACING - TOP CHOI JD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc pudins. BOT CHO lD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS ^s^ 2x4SIP No.3 n�na.rrvi J. tIU/JILC/ o=wunncunoni� =i ivwv-.,-. Max Horz 2=160(LC 7) Max Uplift 5=-1241(LC 8), 2= 1431(LC 8) FORCES. (lb) - Max- Comp./Max- Ten. - All forces 250 (lb) or less except when shown. TOP CHO i D 2-3= 1859/2206, 3-4=-1613/2081, 4-5= 1856/2200 BOT CHO D 2-7=-1852/1591, 6-7=-1881/1613, 5-6=-1853/1592 WEBS 3-7=-749/622, 4-6= 744/609 NOTES- 1) Unbalar ed roof jive loads have been considered for this design. 2) Wind: ACE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp O; Encl., GCpj=0.18; MW FRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This tru has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This trtt s 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 b ween the bottom chord and any other members. 6) Refer to rgirder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 1241 lb uplift at joint 5 and 1431 lb uplift at joint 8) Hanger( or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 259 lb up at 8-0-0, air 169 lb down and 259 lb up at 7-0-0 on top chord, and 426 lb down and 567 lb up at 7-0-0, and 426 lb down and 567 lb up at 7-t11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the L D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA ,�,(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (pit) ert: 1-3= 54, 3-4= 54, 4-5=-54, 8-11=-20 boncent ted Loads (lb) ,,ert: 3— 63(B) 4=-63(B) 7— 426(B) 6= 426(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® WAI NING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Deslg valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a fr system. Before use, the building designer mast verity the applicability of design parameters and properly incorporate this design Into the overall builds ip design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi3'ek7 Is aiw °ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric Lion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safeh nformation available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Ilu� Iuaa yNc wry _'y orvnuv T74124151 5118 J1 JACK -OPEN ' 10 1 Job Reference (optional) 'ChamberTruss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:08 2018 Page 1 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-D7TUi I DGBHrZ?xOl j KI Ni r3 E W 55Lnh7VATGdhMzDfjT -2-0-0 1-0-0 2-0-0 1-0-0 Scale =1:9.5 3 0 m 6.00 12 2 o 0 rA O 4 1 3x4 = �I 1-0-0 1-0-0 Plate Offs is X,Y — 2:0-4-4,0-0-4 LOADINGI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.00 7 >999 240 BCLL 1 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL I10.0 Code FBC2017fTP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 7lb FT=20% LUMBER BRACING - TOP CHOP D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHO' D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO S. (Ib/size) 3= 30/Mechanical, 2=265/0-8-0, 4=-50/Mechanical Max Horz 2=118(LC 12) I Max Uplift 3= 30(LC 1), 2=-388(LC 12), 4= 50(LC 1) Max Grav 3=71(LC 12), 2=265(LC 1), 4=112(LC 12) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45fh L=24ft; eave--4ft; Cat. II; Exp ; Encl., GCpi=O.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; umber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This If Iss 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 b itween the bottom chord and any other members. 4) Refer t(i girder(s) for truss to truss connections. 5) Provide iechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 388 lb uplift at joint 2 and 5i lb uplift at joint 4. I I i a r Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 t ®li RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Desi valid for use only wlih MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual (wilding component, not a tru', bulling system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is a1v prevent rays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the otlon, 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. Saber Safety' Information available from Truss Plate Institute, 218 N. Lee street Suite 312, Alexandra. VA 22314. Tampa, FL 33610 ypc T14124152 15118 �Jip JACK -OPEN 8 1 � Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:09 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-hJ 1 swe EuvbzQc5zEG2pcF2bPGVSp W 8NeP7?ADozDfjS -2-0-0 1-0-0 • 2-0-0 1-0-0 ' Scale = 1:9.5 . 3 0 6.00 F12 2 o l 0 yr 0 4 1 3x4 = it 1-0-0 Plate Offse s X,Y — 2:0-4-4,0-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 0.0 Code FBC2017fTP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 7lb FT=20% LUMBER- � BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO S. (lb/size) 3=-30/Mechanical, 2=265/0-3-8, 4=-50/Mechanical Max Horz 2=118(LC 12) Max Uplift 3= 30(LC 1), 2=-408(LC 12), 4=-54(LC 17) Max Grav 3=66(LC 12), 2=265(LC 1), 4=98(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES - 11 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4fh Cat. 11; Exp C! Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & W FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nohconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to irder(s) for truss to truss connections. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 408 lb uplift at joint 2 and 54 lb uplift at joint 4. L Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 ® WA NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev. f0/0311015 BEFORE USE. Desig valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a tru ystem. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulidl design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��'��' Is alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric lion, 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 nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 I- ,-�� ,�� ypc r5118 I J3 JACK -OPEN Fort Pierce, FL 2-0-0 B �,y r y JYYHIIV T14124153 ' 8 1 Job Reference (optional) 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 23 09:18:09 2018 Page 1 I D:xMZGVRnJKn?kQ6pYcCop57zM W 87-hJ 1 sweEuvbzQc5zEG2pcF2bPGVROW BNeP7?ADozDfjS 3.0.0 3-0-0 I6 Scale = 1:14.6 Plate Offsets (X Y)-- [2:0-0-0 0-0-41 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHO1 D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=50/Mechanical, 2=259/0-8-0, 4=19/Mechanical Max Harz 2=173(LC 12) Max Uplift 3=-40(LC 9), 2= 274(LC 12) Max Grav 3=59(LC 17), 2=259(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp CG Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 2-11-4 zone;C-C for member and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This trt 6 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 b �irder(s) for truss toween the bottom chord and any other members- 4) Refer to 6truss connections. 5) Provide Mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3 and 274 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ®W Desig RNlNG -Verity design parameters and READ NOTES ON THIS AND /NCCUDED.M?EK REFERANCE PAGE MY-7473 rev. f0/03P10rS BEFORE USE valid for use only with MITek®connectors. This design is based only upon parameters shown, and Is for an Individual buliding component, not at' build; ystem. Before use, the building designer must verify the appllcablllry or design parameters and properly Incorporate this design Into the overall design. Bracing Indicated Is to prevent buckling of Individual nuns web and/or chord members only. Additional temporary and permanent bracing MiTek" k alw ys required for stability and to prevent collapse with possible personal inlury and properly damage. For general guidance regarding the fabric tic , storage, dellvery, erection and bracing of tntsses and truss systems, se.ANSInpll Huallly Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Sate , �nformaaon ava Icibie from Truss Plate institute, 218 N. Lee Street. Sulte 312, Alexandrto, VA 22314. Tampa, FL 33610 vu iivao iiwa iyp. guy ny ovvnuv ' T14124154 5118 J3C JACK -OPEN ' 2 1 Job Reference (optional) 'Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 23 09:18:10 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-gVbE7_FW gu5H EFYQq[KrnG8a0vnvFbKodniklEzDfj R -2-0-0 3.0-0 ` 2-0.0 3-0-0 Scale = 1:14.6 3x4 = 4 3 M 0 6.00 12 0 12 5 0 0 2 11 72x3 I I 1 3x4 = I Plate Offs is X,Y - 2:0-0-0,0-0-4 , 3:0-1-12 0-0-14 , 3:0-1-8,0-1-8 , 6:0-0-0 0-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.00, 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.01 7-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 5 ri/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.01 7-10 >999 240 Weight: 15 lb FT = 20% LUMBER- I BRACING - TOP CHO i D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHO , D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIO S. (lb/size) 4=66/Mechanical, 2=259/0-8-0, 5=4/Mechanical Max Harz 2=173(LC 12) Max Uplift 4= 36(LC 9), 2= 274(LC 12) Max Grav 4=77(LC 17), 2=259(LC 1), 5=8(LC 3) FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. Ii; Exp d Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 2-11-4 zone;C-C for membe and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trus 3 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This tr' ss has been designed for a five 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 toll irder(s) for truss to truss connections. 5) Provide nechanical.connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 4 and 274 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: May 23,201 t 0 W RNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Desl valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �'. a tr bull system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall g design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is plays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabri. tion, 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. Safet`I Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ' I Iubb Iypr way ny ovvnuv T14124155 wu i i uaa 511E IJ3P Fort Pierce, FL n JACK -OPEN ° 6 1 Job Reference (optional) 8.130 s Mar 112018 MiTek Industries, Inc. Wed May 23 09:18:10 2018 Page ' I D:xMZGVRnJKn?kQ6pYcCop57zM W 87-9VbE7_FWgu5H EFYQglKrnGBa0vnD FbdodniklEzDfj R -2-0-0 3-0-0 2-0-0 3-0-0 m 0 Scale = 1:14.6 Plate Offs 'ts X,Y -- 2:0-4-4,0-0-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Vd PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 0.0 Code FBC20171TPI2014 Matrix -MP Weight: 13 lb FT = 20 LUMBER -III BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHOE�D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIOt ze) 3=50lMechanical, 2=259/0-3-8, 4=19/Mechanical Max Harz 2=173(LC 12) Max Uplift 3=-51(LC 9), 2= 334(LC 12), 4=-44(LC 9) Max Grav 3=51(LC 17), 2=259(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--1.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 2-11-4 zone; porch left and righ exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truE 5 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t ss 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 b ween the bottom chord and any other members. 4) Refer to irder(s) for truss to truss connections. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift atjoint 3, 334 lb uplift atjoint 2 and 42 Ib uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 W Desig pWING •Verity design parameters and READ NOTES ON THIS.ANO INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0311015 BEFORE USE. valid for use only wlih MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �' a to system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall �g buildl design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is alw�ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric lion, 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. Sale (Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Wry ny .vv T14124156 iuu nuoa nuao type I � 15118 �J5-JACK-OPEN -2-0-0 1 c 8 1I Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:11 2018 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-ei9d LKFBRC D8SP7COTr4KThlmJ 1 S_2sxsRUH I 5-0-0 5-0-0 5-0-0 Io N N N 1 Scale=1:19.5 LOADING tpsf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 * �10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL Code FBC2017/fP12014 Matrix -MP Wind(LL) 0.06 4-7 >999 240 Weight: 19lb FT=20% LUMBER- ] BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHOF D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO (lb/size) 3=107/Mechanical, 2=318/0-8-0, 4=52/Mechanical Max Harz 2=230(LC 12) Max Uplift 3=-106(LC 12), 2— 273(LC 12) Max Grav 3=119(LC 17), 2=318(LC 1), 4=86(LC 3) FORCES. '(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A$CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp Cyytt Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone;C-C for member and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This in. ; s 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 be ween the bottom chord and any other members. 4) Refer to irder(s) for truss to truss connections. 5) Provide I echanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 273 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 A WA ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev. 1010312015 BEFORE USE. Design i alid for use only with MiTek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss tem. Before use, the building designer must verify The applicability of design parameters and properly incorporate this design into the overall buildin ' design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek? Is aiw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricq on, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety 1 formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ruu i ruaa i ivaa i ypd wry ny ovrnuv 15118 J5P JACK -OPEN 6 1 Job Refi s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:11 T14124157 2-0-0 H 0 m N Scale = 1:19.5 LOADINGI(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.13 4-7 >456 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 110.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19lb FT=20% LUMBER I BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. I REACTIO IS. (lb/size) 3=110/Mechanical, 2=318/0-3-8, 4=50/Mechanical Max Harz 2=230(LC 12) Max Uplift 3= 124(LC 12), 2=-374(LC 12), 4=-82(LC 9) Max Grav 3=11O(LC 1), 2=318(LC 1), 4=84(LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. G 11; Exp - Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone; porch left and rig (. exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 3) ` This trtss 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 b 6een the bottom chord and any other members. 4) Refer to Igirder(s) for truss to truss connections. 5) Provide lechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 3, 374 lb uplift at joint 2 a Id 82 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 INA NING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/0=015 BEFORE USE -- Desi valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a tr system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall build�tlon, g design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW alwys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabric 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. Safe dinformation available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandda. VA 22314. Tampa, FL 33610 IVU IIUJJ '5118 �J7 Charn ers russ, Inc., Fort Pierce, FL 2-0-0 • I— 200 0 IIUJJ Iyp. Wry �y JVV 1" T14124158 Jack -Open ' 27 1 Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:12 2018 Page 1 1 D:xMZGVRnJKn?k06pYcCop57zMW87-6uj?YgGmBW M?TYipxAMJshDoDjHzjV6555Egg7zDfjP r� a Ch Scale: 1/2"=1' Plate Offsets X,Y -- 2:0-0-8,Ed e LOADING psf) i0.0 SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.09 4-7 >899 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.21 4-7 >399 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 0.0 Code FBC2017[TP12014 Matrix -MP Wind(LL) 0.17 4-7 >498 240 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHOF D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOF 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. I REACTIONS. (lb/size) 3=164/Mechanical, 2=385/0-8-0, 4=77/Mechanical Max Horz 2=287(LC 12) Max Uplift 3=-168(LC 12), 2=-289(LC 12) Max Grav 3=181(LC 17), 2=385(LC 1), 4=121(LC 3) FORCES. I'I(lb) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft-, L=24ft; eave=4ft Cat. 11; Exp C I Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for member and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This tru s 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 be 1,Jeen the bottom chord and any other members. 4) Refer to irder(s) for truss to truss connections. 5) Provide rechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 3 and 289 lb uplift at joint 2. III Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® WA Design III NfNG - VeNty design parameters and READ NOTES ON TRIS AND INCLUDED MN'EK REFERANCE PAGE MR 7473 rev. fe/03/2015 BEFORE USE. alId for use only with MiTek®connectors. fill design Is based only upon parameters shown, and Is for an Individual W oing component, not , 1— a truss Tem. Before use, The building designer must verify fhe applicability of design parameters and properly Incorporate thts design Into the overall builds design. &acing indicated is to prevent buckling of Individual tmss web and/or chord members only. Additional temporary and permanent bracing p� S i� 9Y@!ieiC` Is aiwa fabrlcaon, required for sTabllity 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, seeANSi/TPI 19uatity Cdteria, 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 ruu '5116 'Chan LOADING TCLL TCDL BCLL. BCDL LUMBER - TOP CHOI BOT CHOI WEBS WEDGE Left: 2x4 S n uoa nuao iyNc .� y ny ovvnuv J7P JACK -OPEN 2 1 Job Reference (optional) Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. I D:xMZGV RnJKn?kQ6pYcCop57zM W 87-a4HNmOHOypUs5i 2-0-0 4-0-0 7-0-0 2-0-0 4-0-0 3-0-0 3 E )SO SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 0.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.24 6-9 >346 240 7.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.13 6-9 >656 240 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 5 n/a n/a 0.0 Code FBC2017/TP12014 Matrix -MP BRACING- ) 2x4 SP M 30 TOP CHORD ) 2x4 SP M 30 BOT CHORD 2x4 SP No.3 No.3 t. (lb/size) 4=54/Mechanical, 2=385/0-3-8, 5=186/Mechanical Max Horz 2=287(LC 12) Max Uplift 4=-62(LC 12), 2=-431(LC 12), 5=-247(LC 12) Max Grav 4=70(LC 17), 2=385(LC 1), 5=186(LC 1) FORCES. - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BOTCHO�!(Ib) D 2-6=-481/219 WEBS I 3-6= 275/603 A m _o cb PLATES GRIP MT20 244/190 T14124159 Scale: 1/2°=l' Weight: 31lb Ff=20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 8-6-0 oc bracing. NOTES- II 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=20ft; B�f5ft; L=24ft; eave=4ft; Cat. II; Exp C;,IEncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone; porch left and right xposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This trus has been designed for a 10.0-psf bottom chord live load nonconcurrent with any other live loads. 3) " This tru s 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 bell een the bottom chord and any other members. 4) Refer to rder(s) for truss to truss connections. 5) Provide dechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 4, 431 lb uplift at joint 2 and 247, lb uplift at joint 5. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 WA IJ ING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE -- Deslgn i alld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a tmss. tem. Before Use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall build) ' design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWis alw required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcgt�on, 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 tpformation available from Truss Plate Institule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 wu '5118 Chan u uco iiva� iypn -,y r,y uvv nnv JC5 Jack -Open 2 1 Job Reference (optional) T14124160 Fort Pierce, FL B.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:13 2018 Page 1 I D:xMZGVRnJKn?kQ6pYcCop57zM W 87-a4H NmOHOypUs5i H?VttYPum5F6jdSyMEKIzOMZzDfjO -2-0-0 3-0-0 5-0-0 2-0-0 3-0-0 2-0-0 Scale = 1:19.5 Il Plate Offsdts X,Y — 2:Ed e,0-0-4 , 3:0-1-12,0-0-14 , 3:0-3-4 Edge], 6:0-0-0,0-1-12 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.02 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.64 Vert(CT) -0.03 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 5 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -MR Wind(ILL) 0.05 • 6 >999 240 Weight:21 lb FT=20% LUMBER- BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHO D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO . (lb/size) 4=87/Mechanical, 2=318/0-8-0, 5=73/Mechanical Max Harz 2=230(LC 12) Max Uplift 4= 75(LC 12), 2=-273(LC 12), 5=-24(LC 9) Max Grav 4=96(LC 17), 2=318(LC 1), 5=81(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-7=-253/238 NOTES- 1) Wind: A Il; Exp C member 2) This tru: 3) ' This tr will fit b( 4) Refer to 5) Provide 2 and 2, CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B--45ft; L=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 4-11-4 zone;C-C for and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is 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 veen the bottom chord and any other members. irder(s) for truss to truss connections. iechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift at joint 4, 273 lb uplift at joint' b uplift at joint 5. Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® WA NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03I2015 BEFORE USE. Desi 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 ystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall - buildir design. Bracing Indicated Is to prevent buckling of individual Truss web and/or chord members only. Addiflonal temporary and permanent bracing ��'��k` Is alw required for stability and to prevent collapse with possible personal iniury and property damage. For general guidance regarding the Sabelty�(nforma�lon available from Truss Plate Institute, 218N Lee Street, systems, Te 312. Alexaindda, VA 2231 Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Blvd. wu — nuaatype wry riy ovvnovT14124161 '5118 C7 �J' JACK -OPEN 5 1 Job Reference (optional) 'Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:1 BA4 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-2HrizMI lj7cjjsrB3bPny61 PTW OEBPcNYPjxvOzDfjN -2-0-0 3-0-0 7-0-0 ' 2-0-0 3-0-0 4-0-0 + Scale: 1/2'=l' 4 6.00 FIT m 6x10 MT18HS = N 3 T co 11 0 2 0 7 1 3x4 3x4 = 3-0-0 7-0-0 3-0-0 4-0-0 Plate Offs 's X,Y - 2:0-0-0,0-0-4 , 3:0-1-12,0-0-14 , 3:0-4-12,Edge], 6:0-0-0,0-1-12 LOADING II(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.08 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 5-6 >539 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.17 5-6 >481 240 Weight: 27lb FT=20% LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO D 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 9-3-8 oc bracing. 5-6: 2x4 SP M 30 REACTIO S. (lb/size) 4=142/Mechanical, 2=385/0-8-0, 5=98/Mechanical Max Harz 2=287(LC 12) Max Uplift 4= 131 12), 2=-289(LC 12), 5— 32(LC 12) Max Grav 4=151 17), 2=385(LC 1), 5=117(LC 3) FORCES. (lb) - Max. Comp./Max- Teri. - All forces 250 (lb) or less except when shown. TOP CHO i D 2-3=-322/127 BOT CHO D 2-7=-341/371 NOTES- 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL�1.2psf;•BCDL=3.Opsf; h=20ft; B=45fh L=241t; eave=4ft; Cat. 11; Exp Q; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Interior(1) 0-11-3 to 6-11-4 zone;C-C for mer and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plat s are MT20 plates unless otherwise indicated. 3) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This t ss 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 b'tween the bottom chord and any other members. 5) Refer t guder(s) for truss to truss connections. 6) Provide; echanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 4, 289 lb uplift at joint 2 ElI d 32 lb uplift at joint 5. + Joaquin Velez PENo.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2011 ® "ARMING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11.7473 rev, 10/032015 BEFORE USE. Desl n valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a tr ' bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing p� Is ai ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the &�®iTek' � fabir callon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI19uality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe I I Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 IVU '5118 'Char IIUOJ JP3 Inc., Fort F I IVJJ Iyp- JACK-OPEN 3x4 = wiy rly uvv rvuv ' 2 1 Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. I D:xMZGVRnJKn?kQ6pYcCop57zMW 87-2HrizMI lj7cjj 3-0-0 1 3 T14124162 23 09:18:14 2018 Pagel IPuW 62BPcNYPjxvOzDfjN Scale: 1 "=l' 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 0.36 Vert(LL) 0.02 3-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 101b FT=20% LUMBER BRACING - TOP CHO ID 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHO ID 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO S. (Ib/size) 1=109/Mechanical, 2=69/Mechanical, 3=40/Mechanical Max Horz 1=83(LC 12) Max Uplift 1=-100(LC 12), 2— 83(LC 12),, 3= 61(LC 12) Max Grav 1=109(LC 1), 2=69(LC 1), 3=52(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp I Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t� ss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide Will fit b ftween the bottom chord and any other members. 4) Refer t d girder(s) for truss to truss connections. 5) Provided echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 1, 83 lb uplift at joint 2 and 61 Ib uplift at joint 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33910 Date: May 23,2018 ® 141RN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Desl n valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a it bulk is system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall I ng design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIg is al ' ays required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the eW fabr cation, 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. Safe i Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 IVu IIUJJ IIU- Iyp- r5118 JP5 JACK -OPEN 'Chambers russ, Inc., 3x4 = LOADING;I(psf) I SPACING- 2-0-0 TCLL 120.0 Plate Grip DOL 1.25 TCDL [ 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 1110.0 Code FBC2017lrP]2014 CSI. TC 0.37 BC 0.35 W B 0.00 Matrix -MP Wly rly --.4 T14124163 ' 1 1 Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:15 2018 Page 1 I D:xMZGV RnJKn?kQ6pYcCop57zM W 87-W T07AhifURkaL000diwOUJrZQwSZwssXn3SURSzDfjM 5-0-0 5-0-0 0 N 3 Scale = 1:17.0 DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) 0:12 3-6 >475 240 MT20 244/190 Vert(CT) -0.05 3-6 >999 240 Horz(CT) -0.00 2 n/a n/a Weight: 16 lb FT = 20% LUMBER I BRACING - TOP CHO D 2x4 SP M 30 , TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHO 11D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO S. (lb/size) 1=183/Mechanical, 2=118/Mechanical, 3=65/Mechanical Max Horz 1=140(LC 12) Max Uplift 1=-169(LC 12), 2=-142(LC 12), 3= 100(LC 12) Max Grav 1=183(LC 1), 2=11B(LC 1), 3=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=2011; B=45fh L=24ft; eave=4ft Cat. ll; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-11 4 zone; porch left and right a osed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This t ss 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 b tween the bottom chord and any other members. 4) Refer t girder(s) for truss to truss connections. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint 1, 142 lb uplift at joint 2 )id 100 lb uplift at joint 3. 7 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® RNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Des' n valld for use only wlih MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not atti bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate fills design Into the overall Ing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A' M!Tek' is al ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fob tatlon, 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 ivu nwo nuao type -'y riy --I" T14124164 5118 K COMMON ` ' 1 1 Job Reference (optional) 'Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:16 2018 Page 1 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87--fy W 01 J HFksRyA?aAORF1 XOj4KnneHLgOjC2zuzDfj L 6-6-0 13-0-0 6-6-0 6-6-0 Scale=1:23.3 46 = 2 6.00 12 13 12 14 11 3 Io 4 3x4 = 2x3 3x4 = 6-6-0 13-0-0 6-6-0 6-6-0 Plate Offs 'ts X Y — 1:0-2-0,Ed e , 3:0-2-0,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.16 4-10 >979 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.10 4-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 46lb FT=20% LUMBER -1 BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOTCH D 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-4-9 oc bracing. WEBS 2x4 SP No.3 REACTIO S. (lb/size) 1--481/0-3-8, 3=481/Mechanical Max Horz 1=-118(LC 10) Max Uplift 1=-541(LC 12), 3=-541(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-693/1395, 2-3= 693/1395 BOT CHORD 1-4=-1112/56113-4=-1112/561 WEBS 2-4=-763/302 NOTES- I'I 1) Unbala ced roof live loads have been considered for this design. ISCE 2) Wind: 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-6-0, Exterior(2) 6-6-0 to 9-6-0 z I�ne; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1 60 3) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This t1 ss 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 b 2 tween the bottom chord and any other members. 5) Refer t girder(s) for truss to truss connections. 6) ProvidE mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 1 and 541 lb uplift at joint 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: May 23,201! RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Des In valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a it bull system. Before use, I" building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Ing design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is at ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fab ation, 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 iuu iivaa 15118 I KJ5 Ypc wry Diagonal Hip Girder ` ' 2 rry I uvvr�uv 0 T14124165 1 nc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:16 201 ID:xMZGVRnJKn?kQ6pYcCop57zMW 87-_fyW OI JHFksRyA?aAORF1 XOkAKp9eJ6gOj( 2915 3810 702 2-9-15 3-8.10 3-3-8 Scale = 1:19.1 I0 0 7 N LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.20 4-7 >416 '240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.23 4-7 >367 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 0.0 Code FBC2017/fP12014 Matrix -MP Weight: 26lb FT=20% TOP CHO,,D 2x4SPM31 BOT CHORD 2x4 SP M 31 REACTIO S. (lb/size) 3=139/Mechanical, 2=346/0-4-9, 4=56/Mechanical Max Horz 2=228(LC 8) Max Uplift 3=-151(LC 8), 2=-496(LC 8), 4=-62(LC 5) Max Grav 3=157(LC 28), 2=503(LC 28), 4=108(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: 11; Exp 2) This tr 3) ' This will fit 4) Refer, 5) Provid joint 2 6) "NAILI 7) In the LOAD Cr 1) Dead BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L-=24ft; eave=4ft; Cat. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Is has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. ss 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 tween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 3, 496 lb uplift at d 62 lb uplift at joint 4. " indicates 3-1 od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ?E(S) Standard ) oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Loads (plf) JVert: 1-3=-54, 4-5=-20 rated Loads (lb) Vert: 8=51(F=25, B=25) 10=72(F=36, B=36) 11=6(F=3, 13=3) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® I I AIMING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Des[ n valid for use only with MlTeW connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a tr bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ing design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is al� fab ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ation, 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, Mexandrla, VA 22314. Tampa, FL 33610 vu nuaa iivaa ,ype Wry ny ovvnnv T14124166 '5118 KJ7 Diagonal Hip Girder 6 1 Job Reference (optional) Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:17 2018 Page 1 I D:xMZGVRnJKn?kQ6pYcCop57zM W 87-SsWubNKvO2_laKamkjyUZkwuek84NiigE NxbVLzDfj K -2-9-15 5-1-9 9-10-1 2-9-15 5-1-9 4-8-7 Scale: 1/2"=1' 4 I � • NAILED Io NAILED 13 4.24 12 NAILED 3x4 NAILED 3 0 12 NAILED ° NAILED 11 2 14 15 7 16 6 �3xs 1 NAILED NAILED 2x3 NAILED 5 = NAILED NAILED NAILED 3x4 = 5-1-9 9-10.1 5-1-9 4-8-7 I'ts Plate Offs X,Y — 2:0-0-9,Ed e LOADINGI(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.11 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHO D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-8-11 oc bracing. WEBS 2x4 SP No.3 REACTIO 4S. (lb/size) 4=134/Mechanical, 2=477/0-4-9, 5=288/Mechanical Max Horz 2=284(LC 8) Max Uplift 4=-154(LC 8), 2= 659(LC 6), 5= 370(LC 5) Max Grav 4=134(LC 1), 2=608(LC 28), 5=288(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO' D 2-3=865/742 BOT CH O D 2-7= 803/601, 6-7=-803/601 WEBS 3-7— 260/247, 3-6— 652/871 NOTES- 1) Wind: 13CE 7-10; Vult=160mph (3-second gust) Vasd=124tnph; TCDL=4.2psf; BCDI--3.0psf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp ; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t ss 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 b tween the bottom chord and any other members. 4) Refer t( 1 girders) for truss to truss connections. 5) Provid'mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 4, 659 lb uplift at joint 2 A d 370 lb uplift at joint 5. 6) "NAILE! " indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAI E(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniforry Loads (pit) Vert: 1-4=-54, 5-8— 20 Cancer rated Loads (lb) Vert: 11=51(F=25, B=25) 12=-2(B) 13=-75(F— 33, B= 42) 14=72(F=36, B=36) 15=-9(F=3, B=712) 16= 58(F=-22, B=-36) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 • 8904 Parke East Blvd. Tampa FL 33610 " Date: May 23,201 1 ®7tri design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. f0/03/2015 BEFORE USE.�'valid for use only w(ih MlTekr� connectors. Kris deslgn Is btlsetl only upon parameters shown, antl Is for anindlNdual building component, notasystem. bull Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Ing design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�g Is al prevent ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 9V@� i��' fab atlon, storage, dellvery, erection and bracing of trusses and inns systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. So"ty Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 I — , yp. oviry T14124167 '5118 KJC7 Diagonal Hip Girder ` 1 1 Job Reference (optional) 'Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:18 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-w24Gpj LXnM68CT9yl RTj6yT307N66AdzT1 h92nzDfjJ -2-9-15 2-6-14 4-2-3 6-180-6 9-10-1 2-9-15 2-6-14 1-7-5 2-11-11 5 Scale = 1:24.8 NAILED d Io NAILED 3x4 4 4.24 F12 NAILED dr NAILED c� 16 cn NAILED N NAILED 15 4x6 11 8 NAILED xi — 7 0 2 2x3 11 3x4 = NAILED 17 11 10 1 NAILED 2x3 11 3x4 = 3x5 = NAILED 2-6-14 4-2-3 6.10-6 9-10-1 2-6-14 1-7-5 2-8-3 2-11-11 Plate Offs is X,Y - 2:0-0-5,Ed e , 3:0-7-8,0-1-15 , 9:0-3-0,0-0-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.18 8-9 >638 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.24 8-9 >489 180 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.07 6 n/a n1a BCDL 10.0 Code FBC2017fFP12014 Matrix -MS Weight: 47 lb FT = 20% LUMBER BRACING - TOP CHOIlID 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9=5 oc puffins. BOT CHO ID 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. 9-10: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIO Is. (lb/size) 5=43/Mechanical, 2=48810-10-15, 6=372/Mechanical Max Horz 2=284(LC 24) Max Uplift 5=-99(LC 24), 2=-496(LC 8), 6=-217(LC 8) Max Gram 5=55(LC 13), 2=720(LC 28), 6=469(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH O D 3-13=-1478/255, 3-4— 1138/422 BOT CHC 3D 2-11= 349/1194, 10-11=-364/1071, 9-10=-353/1017, 3-9— 427/898, 8-9=-490/1026, 7-8=-49011026 WEBS 4-8=-184/547, 4-7=-1170/559, 3-11=-244/299, 3-10=-1353/436 NOTES- r 1) Wind: I SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=20ft; B=45fh L=24ft; eave=oft; Cat. 11; Exp I^, ; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This t s has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other five loads. 3) ' This t ss 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 b 1 tween the bottom chord and any other members. 4) Refer t girder(s) for truss to truss connections. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 5, 496 Ib uplift at joint 2 and 2 17 lb uplift at joint 6. 6) "NAILS " indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 7) In the L AD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD UA E(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniforrr Loads (plf) Vert: 1-5==54, 10-12=-20, 6-9= 20 once rated Loads (lb) Vert: 4=-26(F= 13, B=-13) 8= 89(F=-44, B= 44) 15=51(F=25, B=25) 16=-32(F=-16, B=-16) 17=72(F=36, B=36) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: May 23,2011 ®V 4RNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. Des n valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a In, bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Ing design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fl� A' M!Tek7 Is al fabation, prevent ays 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safe V Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 iuu nuaa Iuaa ,ypa Huy 0-- T14124168 15118 L MONOPITCH t ' 9 Fy 1 Job Reference (optional) 'Chambers Fruss, Inc., Fort Pierce, FL B.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:19 201 B Page 1 ID:xMZGVRnJKn?kQ6pYcCop57zM W 87-PEee03M9YfE?pdkgs8_yfgoEMXpl rgr7ihQi aDzDfj I 2-0-0 6-2-0 ' 2-0-0 6-2-0 Scale =1:22.4 3 3x4 I 6.00 FIT 9 8 2 1 3x5 = 4 3x4 11 6-2-0 6-2-0 Plate Offs is X,Y -- 2:0-5-4,0-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.22 4-7 >325 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.10 4-7 >752 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n1a n/a BCDL 10.0 Code FBC2017/iP12014 Matrix -MP Weight: 27lb FT=20% LUMBER BRACING - TOP CH O D 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHO D 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO S. (lb/size) 4=204/0-8-0, 2=353/0-3-8 Max Harz 2=261(LC 12) Max Uplift 4= 259(LC 12), 2=-404(LC 12) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CH O D 3-4=-165/330 NOTES- 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-13 to 0-11-3, Inten r(1) 0-11-3 to 6-0-4 zone; porch left and rig exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This t ss 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 b tween the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 4 and 404 lb uplift at joint 2. Joaquin Velez PE No.68182 * MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: May 23,201 t ®14.11IRMING Desi - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �n valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a tr system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into The overall g bull Is al); ng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �� ek' fabrl atlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe r Information available from Truss Plate institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 '.UJJ type wry ny uvvr�uv Valley ' 1 5 I 1 Job Reb T14124169 IVU IIUJJ '5118 MV2 •Chambers Truss, Inc., Fort F 3x4 i 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:20 2018 Hage 1 I D:xMZGVRnJ Kn7kQ6pYcCop57zM W 87-tRCO EPMnJzMsRnJLPs W BBNYUixEja75GxLAF6fzDfj H 2-0-0 I 2 J Scale =1:7.8 I LOADINGII(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 1 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 FBC20171TP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER BRACING - TOP CH O D 2x4 SP No.3 TOP CHORD BOT CHC ID 2x4 SP No.3 BOT CHORD REACTIO IS. (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=39(LC 12) Max Uplift 1= 19(LC 12), 2=-43(LC 12) Max Grav 1=51(LC 1), 2=41(LC 17), 3=28(LC 3) FORCESJI (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- III 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp ; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; umber DOL=1.60 plate grip DOL=1.60 2) Gable quires continuous bottom chord bearing. 3) This trL s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This t ss 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 b tween the bottom chord and any other members. 5) Bearin at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capaci of bearing surface. 6) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1 and 43 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® RNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. De � n valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a tr bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ling design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is al prevent vays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the cation, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6604 Parke East Blvd. Saab Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 15118 -Chamber I IUbb II- Iyp- illy rly uVV'M MV4 VALLEY ♦ e 5 1 Job Ref, FL T14124170 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:21 2018 'Page 1 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-LdmPRI NQ4H Uj3xuXzZ1 Qka5YcLXFJaLP9?vpe6zDfjG 2, 3 3x4 O 3x4 11 Scale = 1:12.8 LOADING( SPACING- 2-0-0 CSI. DEFL. in floc) I/defi Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) n/a Na 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017JTP12014 Matdi Weight: 14 lb FT = 20% LUMBER -I BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, BOT CHO 3 D 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIO1 I S. (Ib/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=92(LC 12) Max Uplift 1= 46(1-C 12), 3=-92(LC 12) Max Grav 1=120(LC 1), 3=129(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp ; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; il.umber DOL=1.60 plate grip DOL=1.60 2) Gable rt quires continuous bottom chord bearing. 3) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This t . ss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide Will fit b tween the bottom chord and any other members. 5) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1 and 92 lb uplift at joint 3. IB Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33810 Date: May 23,2018 ® W RMING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Desl � in valid for use only with MiTek(E) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a tr bull system. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design Into the overall ng design. &acing Indicated is to prevent twckltng of Individual buss web and/orchord members only. Additional temporary and permanent bracing��i` Is _If required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the rabr piton, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII fluality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute. 218 N. Lee SireeT, SulTe 312, Alexandria. VA 22314. Tampa, FL 33610 T14124171 IVU r5118 ,Chambers 1 russ, Inc., I IUD. I'- Iyve Vuy My JVVMIIV MV6 Valley ` + 1 1 Job Ref, 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:21 2018 Page 1 ID:xMZGVRnJKn?kQ6pYcCop57zMW87-LdmPRINQ4HUj3xuXzZ1 Qka5cW LZcJZRP9?vpe6zDfjG 6-0-0 6-0-0 3 5 4 3x4 2x3 11 3x4 11 Scale = 1:18.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) nla n/a •999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.12 Vert(CT) n/a n/a 999 BOLL 0.0 Rep Stress Incr YES W B 0.12 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 23 lb FT = 20% LUMBER BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHO D 2x4 SP N0.3 except end verticals.. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIO S. (Ib/size) 1=61/6-0-0, 4=83/6-0-0, 5=243/6-0-0 Max Horz 1=149(LC 12) Max Uplift 4=-64(LC 12), 5=-186(LC 12) Max Gram 1=61(LC 1), 4=89(LC 17), 5=262(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=-268/108 WEBS 2-5= 210/410 NOTES- 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp I ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 zone;C-C for membe s and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable quires continuous bottom chord bearing. 3) This tns has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This tiliss has been designed for a five 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 b I tween the bottom chord and any other members. 5) Provide(mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 4 and 186 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® V 4RNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Des Invoildforuseonly with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not air bull system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ing design. &acing Indicated Is to buckling of Individual truss web and/ar chord members only. Additional Temporary and permanent bracing �pyek M! ' Is al prevent ays required for stablliry antl to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fab Safe anon, storage, delivery, erectton and bracing of trusses and Truss systems, seeANSI/iPl1 9uality Criteria, DSB•89 and BCSI Building Component fw Information available from Truss Plate Institute, 218 N. Lee Sheer. SulTe 312, Alexandria. VA 22314. Tampa, FL 33610 iuu uuaa ,, uaa ,YPe uLy �riy ovvmm I 75118 MV8 Valley • 1 1 I Job Ref. Fort Pierce, FL 8.130 s ek Industries, Inc. Wed May 23 T14124172 3 3x4 2x3 I 4 3x4 Scale=1:23.5 LOADINGI (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) n/a rda 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 31 Ib FT = 20% LUMBER BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHOI ID 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=89/8-0-0, 4=111/8-0-0, 5=336/8-0-0 Max Horz 1=205(LC 12) Max Uplift 4=-85(LC 12), 5=-256(LC 12) Max Grav 1=89(LC 1).4=119(LC 17), 5=361(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO ID 1-2= 317/138 WEBS 2-5=-273/461 NOTES- 1) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp 3 ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 7-10-4 zone;C-C for membE S and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gabler quires continuous bottom chord bearing. 3) This trL s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This t ss 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 b tween the bottom chord and any other members. 5) Provicl mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 4 and 256 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ® RNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. De n valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �' a it bull system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Ing design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MUM( Is ofIu, prevent required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,oys terla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saafety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Mexandria,HVA 22314. Tampa, FL 361 wu � i uaa '5118 MV10 •Chambers russ, Inc., Fort F 11— iypu ip try "y JVVMIIV T14124173 � 1 1 Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:20 2018 Page 1 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-tRCOEPMnJzMsRnJLPsW BBNYM Px9wa5tGxLAF6fzDfj H 10-0-0 10-0-0 3 3x4 i 5 4 2x3 11 3x4 11 Scale = 1:29.3 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) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 40 lb FT = 20% LUMBER BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD Structural woodsheathing directly applied or 6-0-0 oc puffins, BOT CHOII ID 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIO S. (Iblsize) 1 =1 24/10-0-0, 4=145/10-0-0, 5=414/10-0-0 Max Harz 1=262(LC 12) Max Uplift 4=-112(LC 12), 5_ 316(LC 12) Max Grav 1=124(LC 1), 4=156(LC 17), 5=444(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHC ID 1-2=-337/151 WEBS 2-5=-328/480 NOTES- 1) Wind: A SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-10-4 zohe;C-C for membei,sand forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable r quires continuous bottom chord bearing. 3) This tr' s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This t ss 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 b tween the bottom chord and any other members. 5) ProvIdE mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 4 and 316 lb uplift at joint 5. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: May 23,2018 ®V 4RNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. n valid for use only with MITek@) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not R' a in bull 3s system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ing design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6'r1 p� iTek' Is at fays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. Saalic Information available from Truss Plate Instituction and te. 218 N. Lee Street, systems, of trusses and truss 1 312, Alexlandria, VA 2231 Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 VU I I V I I- , ypl illy -'y OV-14 T14124174 5118 PBA Piggyback c 1 1 Job Reference (optional) 'Chambers russ, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:23 2018 Page 1 ID:xMZGVRnJKn?kQ6pYCCop57zMW87-H?t9sRPgcukRIF2w5_3up?Au487TnTridJOwj_zDfjE . 2-3-0 5-11-0 8-2-0 2-3-0 3-8-0 2-3-0 Scale: 3/4'=V 3x6 = 3x6 = 6.00 FUT 3 4 0 5 0 2 6 r 1 m Io 19 o 3x4 = 3x4 = 820 B-2-0 Plate Offs fts X,Y — 3:0-3-0,0-2-0 , 4:0-3-0,0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.01 6 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-R Weight: 22 lb FT = 20% LUMBER BRACING - TOP CH 6D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CH D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. REACTIO S. (lb/size) 2=267/6-4-6, 5=267/6-4-6 Max Harz 2=36(LC 11) Max Uplift 2=-180(LC 12), 5=-180(LC 12) FORCES.; (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH FD 2-3= 379/580, 3-4=-338/553, 4-5= 379/580 BOT CHC D 2-5=-449/338 NOTES- 1) Unbala ced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4fh Cat. 11; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; iLumber DOL=1.60 plate grip DOL=1.60 3) Provid - adequate drainage to prevent water ponding. 4) Gable I quires continuous bottom chord bearing. 5) This in has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This t I$s ss 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 180 lb uplift at joint 2 and 180 lb uplift at joint 5. 8) See St ndard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building design r. . • Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 23,201! ® I ARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1.7473 rev. 10/03,2015 BEFORE USE. De gn valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not air bull ss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Ing design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` ISO prevent ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabf cation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Sat Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. wu nuoa nuaa type _'y -'y uv 11 T74124175 15118 PBB Piggyback rA 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:23 2018 Page 1 I D:xMZGV RnJ Kn?kQ6pYcCop57zM W 87-H?t9sRPgcukRl F2w5_3up?AsC87LnTridJOwj_zDfjE 2-0-0 6-2-0 8-2.0 ' 2-0-0 4-2-0 2-0-0 Scale: 3/4°=1' I I 3x6 = 3x6 = 6.00 12 3 4 5 `o 0 2 6 o 7 ICl) a IT 0 3x4 = 3x4 = 8-2-0 820 Plate Offs is X,Y — 3:0-3-0,0-2-0 , 4:0-3-0,0-2-0 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.01 6 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 22lb FT=20% LUMBER I'i BRACING - TOP CH D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CH rD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-10-14 oc bracing. REACTIO S. (lb/size) 2=267/6-4-6, 5=267/6-4-6 Max Horz 2= 31(LC 10) Max Uplift 2=-180(LC 12), 5= 180(LC 12) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHC RD 2-3— 416/634, 3-4=-379/602, 4-5=-416/634 BOT CH iID 2-5=-511/379 NOTES- 1) Unbal ced roof live loads have been considered for this design. 2) Wind:�SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp ; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; umber DOL=1.60 plate grip DOL=1.60 3) Provid ladequate drainage to prevent water ponding. 4) Gable quires continuous bottom chord bearing. 5) This t s 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 11IAween the bottom chord and any other members. 7) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 2 and 180 lb uplift at joint 5. 8) See Si ndard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building design r. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6834 ' 6904 Parke East Blvd. Tampa FL 33810 Date: May 23,2011 O II ARNING - Verity design parameters and READ NOTES ON THIS, AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. De I n valld for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not � a if bull system. Before use, the building designer must verify the opplicobillty of design parameters and properly incorporate this design into the overall ling design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOWh d tab ays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the cation, 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. salery Informallon available from Truss Plate Institute, 218 N. Lee Sireel,'Suite 312, Alexandria, VA 22314. Tampa, FL 33610 III IVU I I '5118 � PBUJJC • Chambers,iruss, Inc., Fort F 41 IIUJJ lyv. Piggyback 3-2-8 3 -Y "y JVV _ T14124176 7 1 Job Reference (optional) 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed May 23 09:18:24 2018 Page 1 I D:xMZGVRnJ Kn?kQ6pYcCop57zM W 87-IC RX3mPl NCslwOc6eha7MCj8CYbc W wJsryBTFRzDfj D 6-5-6 3-2-8 4x4 = 6 3x4 = 2x3 i 3x4 = Scale=1:12.7 t2 M O IW 0 LOADIN (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 5 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 19lb FT=20% LUMBER! BRACING - TOP CH D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CH D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIO,t4S. (lb/size) 2=120/4-7-0, 4=120/4-7-0, 6=164/4-7-0 Max Harz 2=-52(LC 10) Max Uplift 2= 1113(LC 12), 4=-118(LC 12), 6= 51(LC 12) FORCES i (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbala pced roof live loads have been considered for this design. 2) Wind:SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=20ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp �C; Encl., GCpi=0.18; MW FRS (directional) 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 3) This tn1i s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This uss 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 )tween the bottom chord and any other members. 5) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 2, 118lb uplift at joint 4 li nd 51 lb uplift at joint 6. 6) na 7) See St I,ndard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33810 Date: May 23,2018 ARKING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M➢-7473 rev. 101012015 BEFORE USE. Degn valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not all iss system. Before use, the building designer must verify the appllcabillty of design parameters and property Incorporate. this design Into the overall temporary bracing pF3g� but Is c Ing design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional and permanent Ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiT etc fa t�calton, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safity Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE -LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y -01 14-1/4 offsets are indicated. I 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth, TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 1 0- /1 d CI-2 c2a 2. Truss bracing must be designed by an engineer. For lateral braces themselves 0 WEBS 4 wide truss spacing, individual may require bracing, or alternative Tor I 0 bracing should be considered. O c = U � b ,� O U 3. Never exceed the design loading shown and never inadequately braced trusses. a�p 3 stack materials on 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c7-s �� csb BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties. plates 0-1/0 from outside edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This Symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. i ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number Where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only, �,5 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1 ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. Is not sufficient. -- DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, - -- -- - -- - M 20. Design assumes manufacture in accordance with -= ual - — - - --= da�to� -Procllce-- i Hai Idiling,-— Installing & Bracing of Metal Plate < Gonnected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015