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HomeMy WebLinkAboutTRUSSHL: 1:36y4 M - Site Information: Cus-torner Info: JACQUIN Lot/Block 1 Address: TBD City: FORT PIERCE Project Name: JACQUIN RES Model: JACQUIN Subdivision: State:' FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name.Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 35 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify Ithat I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No �Tl !I eal# (Truss Name Date No. Seal# Truss Name Date 3283913 1 A 2/20/18 118 IT13283930 JAH19A 2/20/18 12 I T13,:83914 I Al 12/20/18 119 I T13283931 I AH21 12/20/18 13 11-13283915 I A2 12/20/18 120 I T13283932 I AH21A 12/20/18 � 4 11-13283916 I A3 12/20/18 121 I T13283933 I AH23 12/20/18 � Li I T13283917 I AH7 12/20/18 122 I T13283934 J AH23A 12/20/18 13 1T13283918 IAH7A 12/20/18 123 IT13283935 I BGR 12/20/18 r, 1113283919IAH9 12/20/18 124 IT13283936IBH7 12/20/18 L3 11-13283920 1AH9A 12/20/18 125 I T13283937 IC 12/20/18 I 13 IT13283921 IAH11 12/20/18 126 IT13283938 I CGR 12/20/18 I CIO IT13283922 JAH11A 12/20/18 127 IT13283939ICH5 12/20/18 I T11 1-13283923 I AH 13 12/20/18 128 I T13283940 ICJ 1 12/20/18 I 1-12 1T13283924 JAH13A 12/20/18 129 IT13283941 ICJ3 12/20/18 T33 T13!83925 I AH 15 12/20/18 130 I T13283942 I CJ3C 12/20/18 L14 1-13283926 JAH15A 12/20/18 131 IT13283943 ICJ5 12/20/18 I 115 1T13�!83927 IAH17 12/20/18 132 IT13283944 I EJ5 12/20/18 16 1-13283928 IAH17A 12/20/18 133 IT13283945 I EJ7 12/20/18 I LI 7 I T13'2:83929 I AH 19 12/20/18 134 I T13283946 I HJ5 12/20/18 I CA The truss, drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: ORegan, Philip iV1y license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs compl,i with ANSlrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek Any project specific information included is for MiTek's customers file: reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameter. or :he designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ,% \p J. O'IgF �.`Q�ZNV '� G E N S .i`q�,'. 126 � r STATE OF : II/Z %iO�� • �4 O R IV P N /ONAL0���• h I .0'Regan PE No.56126 M �Inc. FI. Cert 6634 90 st Blvd. Tampa FL 33610 Date:' February 20,2018 ORegan, Philip 1 of 2 Job Truss Truss Type Qty Ply T13283913 1339474 A ROOF SPECIAL 10 1 Jab Reference (optional) Builders FirstSourre, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:28:49 2018 Page 1 ID:FCgcsxyYvK4nglfU NOI¢D 1 zjZxE-IGnJeFCiRkklkRghWORcS3MIQgKIXFeWswYWxOzjGoy 2-0-0 7-7-8 7-7-8 14-7-4 19-0-10 i 23-6-0 29-1-9 34-9-3 40-4-12 47-0-0 149-0-U , 2-0-0 7-7-8 6-11-12 4-5-6 4-5-6 5-7-9 5-7-9 5-7-9 6-7� 2-0-0 Scale = 1:83.1 5x6 = 5.00 12 qn, — 19 Id M 2x4 11 1.5x8 STP = 2.50 F12 6xl2 MT20HS = 1.5x8 STP = 7x10 = ♦•— -11-2 - - 14 7 2 -0- 0 -6 3 -9-3 0 - 0 -0- 7-7-8 6-8-2 0- - 0 6-5 6 6-5-6 7-3-3 5-7-9 0-7 4 6-0-0 L0,4DING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2r6 SP No.2 *Except* 2-18: 2x4 SP No.2 WEBS 2;A SP No.3 CSI. DEFL. in (loc) I/deft Ud TC 0.70 Vert(LL) 0.21 15-16 >999 240 BC 0.57 Vert(CT) 0.19 15-16 >999 180 WB 0.87 Horz(CT) -0.04 14 n/a n/a Matrix-SH REACTIONS. (G)/size) 2=407/0-3-8, 18=1781/0-7-4, 14=1504/0-7-4 N'ax Horz 2=-194(LC 17) Max Uplift 2=-193(LC 12), 18=1038(1_C 8), 14=1195(1_C 9) Max Grav 2=459(LC 23), 18=1781(LC 1), 14=1504(LC 1) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 285 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 16-17 5-6-12 oc bracing: 15-16. WEBS 1 Row at midpt 5-17, 7-17, 7-16, 11-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=495/100, 3-5=791/677, 5-6=-318/1171, 6-7=-240/1203, 7-8=-687/2188, 3-9= 788/2149, 9-11=-536/1952, 11-12=-1613/919 BO'T CHORD-19=-119/613, 18-19=-119/613, 17-18=-621/1228, 16-17=-393/383, 15-16=-1316/458, 14-15=-883/1926, 12-14=-787/1692 WEBS 3-19=0/329, 3-18=-748/508, 5-18=-1225/2208, 5-17=-2085/1019, 6-17=-223/318, 1-17=-445/452, 7-16=-1652/557, 8-16=-306/408, 9-16=-229/253, 9-15=-467/453, 11 -1 5=-2997/1328, 11-14=-1180/2290 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.1£1; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 23-6-0, Exterior(2) 23-6-0 to 29-6-0 zone; cantilever right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions showl; Lumber DOL=1.60 plate grip COL=1.60 3) All plates are MiT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 5) ' This truss ha: been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 2, 1038 lb uplift at point 18 and 1195 lb uplift at joint 14. 7) "This manufact,ired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 3f� loi ,,11111111//��� %��� .• .\GENS No 58126 ��� F• : O R 1OP •N% �? % I1111 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 69D4 Pafke East Blvd. Tampa FL 33610 Date: February 20,2018 A WARNING - Vent r design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. r ' Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not w a truss system.. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Brazing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required to, stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Qty Ply F1339474 T13283914 Al Common 1 1 Job Reference (optional) Builders FirstSour(:e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:28:50 2018 Page 1 ID:FCgcs)cyYvK4nglfUNOxzDlzjZxE-mSLhrbDKC2scLbFt45yr GvOLDbkGg5g5aH3TgzjGox -24)-0B-3-3 15-10-10 23-6-0 31-9 4 40-4-0 2-C-0 B-3-3 7-7-6 7-7-6 8-3-4 8.6-12 -7 U 5x6 = 5.00 Scale=1:69.6 flx6 3x4 = 3x6 = 3x4 = 4x6 = 5x8 — 3x6 A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.51 11-13 >936 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.84 11-13 >566 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 2)A SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6.8,1-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-5-7 oc bracing. BOT CHORD 2)A SP No.1 'Except* WEBS 1 Row at midpt 6-13, 6-11, 9-11 1:!-14: 2x4 SP M 31 WEBS 2r4 SP No.3 *Except* 6.11: 2x4 SP No.2 REACTIONS. (Wsize) 2=1 604/0-8-0. 1 0=1 471 /Mechanical N ax Horz 2=223(LC 16) Max Uplift 2=-685(LC 12), 10=-558(LC 13) FORCES. (lb) - Nax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3064/1859, 3-5=-2837/1814, 5-6=-2036/1417, 6-7=-1868/1467, 7-9=-1850/1210, 3-10=-1402/1040 BO'T CHORD 2-15=-1842/2736, 13-15=-1426/2167, 11-13=-895/1507 WEBS 3-15=365/390, 5-15=-337/661, 5-13=-736/669, 6-13=-515/1017, 6-11=-321/422, 7-11=-523/614, 9-11=-100611696 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O.lfl; MV✓FRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 23-6-0, Exterior(2) 23-6-0 to 29-6-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mecha iical connection (by others) of truss to bearing plate capable of withstanding 685 lb uplift at joint 2 and 558 lb uplift at joint 10. 7) This manufactired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." \Q 1 J11l "y Or�'',��� `� Q V F•'• 2 �i No 58126 0:Z O: S :�4C/� 11111 Philip J. O'Regan PE No.58126 Mrrek USA, Inc. FL Cert 669 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 A WARNING • Veril / design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a Iruss system. Belo -a use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required fo • stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Srdety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283915 1339474 A2 Roof Special 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:28:51 2018 Page 1 I D:FCgcsxyYvK4ngifUNOxzD1 zjZxE-Eev33xEyzM_Tzlg4eoT4XURakdxz?8FpJE1 d?HzjGow 6-05 11-9-3 17-6-0 21-11-6 26-4-12 334-8 41-0-0 43-0-0 5.8-13 5-8-13 4-5-6 4-5-6 6-11-12 7-7-8 2-0-0 5x6 = 4x6 Scale = 1:75.3 17 13 12 i.oxaair- 1.5xe tiTP = 2.50 12 5x12 = 2x4 11 3x6 = 5x6 II 13.E-0 19-11-6 26�4-12 33-4-8 41-0-0 7-5-11 6-5-6 65 6 6-11-12 7-7 8 Plate Offsets (X.Y)— i8:0-3-0.Edoel, i10:0-0-10 Edoel i13:0-6-0.0-2-4j. [17:0-2-1.Edoe1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) VdeFl Lid PLATES GRIP TCI_L 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.24 14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC Oi84 Vert(CT) -0.45 13-14 >999 180 BCI_L 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.22 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 237 lb FT = 20% LUINBER- BRACING - TOP CHORD 2)A SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BO'T CHORD 2)A SP No.2 except end verticals. WEBS 2)A SP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. REACTIONS. (lo/size) 17=1496/0-7-4, 10=1629/0-8-0 Nax Horz 17=-221(LC 17) Nax Uplift 17=-571(LC 12), 10=-693(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2204/1385, 2-4=-2816/1793, 4-5=-2708/1821, 5-6=-2240/1628, 6-7=-2316/1585, 1-9=2552/1657, 9-10=-3193/1909, 1-17=-1454/1008 BO'T CHORD 16-17=-111/257, 15-16=-1026/2040, 14-15=-811/1916, 13-14=-1247/2348, 12-13=-1612/2853, 10-12=-1612/2B53 WEBS 1-16=-740/592, 2-15=-275/588, 4-15=-301/398, 5-15=-678/1177, 5-14=-508/669, �3-14=-220/320, 7-14=-321/287, 9-13=-638/432, 9-12=0/318, 1-16=-1214/2005 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) WMnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., t�111111/1//.. ,�� , /.#.. RF GCpi=0.18; MVJFRS ,%% \Q •• �'9 (envelope) and C-C Exterior(2) 0-1-12 to 6-0-5, Interior(1) 6-0-5 to 17-6-0, Exterior(2) 17-6-0 to 23-6-0 zone; �� .2.�\' •' G E IV end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip ,�� Q � '�\ tS'�•.• /rj i� DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 58126 •� 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �• will fit between the bottom chord and any other members. 5) Bearing at joints) 17 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mecha lical connection (by others) of truss to bearing plate capable of withstanding 571 lb uplift at joint 17 and 693 Ib uplift �3O',s ST •' (v�1 Mjoint 1D. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any ���� •••; Fi + ••' �� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code:' `�� '�•;�S�p N A� Philip J. O'Regan PE No.58126 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa F1. 32610 Date: February 20,2018 AWARNING • Vent t design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. rr Dosign valid for use mly with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �• a Iruss systerr. Befo 'e use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bra zing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing AAiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Srdety, Inrormatlon available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283916 133)474 A3 ROOF SPECIAL 1 1 Job Reference o tionai Builders FirstSour(a, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:28:52 2018 Page 1 ID:FCgcsxyYvK4ngIfUNOxzDlzjZxE-igSRGHEakf6KbvOGBW J4hJZ1EokZRzYumAXjzjGov -2-0-Cl 7-7-8 14-7-4 19-0-10 23-M 29-1-9 34-9-3 40-4-12_ 47-0-0 2-0-0 7-7-8 6-11-12 4-5-0 4-5-0 5-7-9 5-7-9 5-7-9 6-7-4 Ca 6x12 MT20HS = 5.00 12 I.oxo a„' — 18 17 4x10 MT2CHS = 2x4 11 7x10 = 2.50 12 13 1.5x8 STP = 7x10 = 7-7-8 14-7-4 23-6-0 27-6-0 34-9-3 40-4-12 41F0,0 47-0-0 7-7-8 6-11-12 8-10-12 4-0-0 7-3-3 5-7-9 0-7-4 Scale = 1:83.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCI-L 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.75 16-17 >642 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) 0.67 16-17 >717 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) -0.25 13 n/a We BCDL 10.0 Code FBC2017frP12014 Matrix-SH Weight: 283 lb FT = 20% LUINBER: BRACING - TOP CHORE) 2)A SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORE) 2):6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-17: 2x4 SP No.1 WEBS 1 Row at midpt 6-17, 7-16, 8-16, 9-15, 11-14 WEBS 2)A SP No.3 REACTIONS. (I.)/size) 2=1572/0-8-0, 13=2008/0-7-4 Nax Horz 2=212(LC 12) Max Uplift 2=-1134(LC 9), 13=151O(LC 9) FORCES. (lb) - Wax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ?-3=-3050/5632, 3-5=-2416/4885, 5-6=-2395/5027, 6-7=1930/4369, 7-8=-1948/4336, 3-9=2528/5374, 9-11=-1728/4029, 11-12=-883/584 BO'T CHORD :2-18=-5070/2723, 17-18=-5070/2723, 16-17=-3886/2059, 15-16=-5021/2573, 14-15=-3307/1576, 13-14=-593/1184, 12-13=475/905 WEBS 3-18=426/310, 3-17=-632/935, 5-17=-313/330, 6-17=-659/418, 6-16=-489/733, 1-16=-3036/1187, 8-16=-1087/2445, 8-15=-1851/704, 9-15=-1209/786, 9-14=-840/1133, • 11-14=-4557/2168, 11-13=-1725/3354 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 23-6-0, Exterior(2) 23-6-0 to 29-6-0 zone; cantilever right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ha: been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1134 lb uplift at joint 2 and 1510 Ib uplift at joint 13. 7) "This manufactired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ,\\\11111111��� J. O' ft fie, No 58126 �O :•*O.F •:��Ll� 1400 i- SS,........ N C, �• 11111 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 AWARNING • Verif r design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Befo,e use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bra zing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° IIs always required fo- 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 trusssystems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Stdety Infomnatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T13283917 1330474 AH7 HALF HIP GIRDER 1 2 Job Reference (optional) Builders FirstSourr:e, Plant City, FL 33566 8.130 s Sep 15 2017 MI I ex Industries, Inc. I ue I-eD zU 1 U:zU:15 zu18 rage 1 I D:FCgcsxyYvK4ngIfUNOxzD1 zjZxE-XGL858VV/JkO3rRfh2rinUYRj615jcl6LrzruruzjGoY 2-0-0 3-9-14 7-0-0 11-10-6 16-7-1 21-3-11 26-0-5 , 30-8-15 , _ 35-5-10 40-4-0 2~-0-0-3 9-14 r 3-2-2 4-10 & 4 8-10 4 8-10 4 8-10 4 8-10 4-8-10 4-1 0-6 NAILED NAILED NAILED NAILED NAILED NAILED ` 5.00 12 5x6 = NAILED NAILED NAILED NAILED US = NAILED NAILED 4x6 = 3x8 = NAILED 4 25 26 5 27 28 6 29 30 7 8 31 9 32 33 1 Scale = 1:71.0 0 LED NAILED NAILED 3x6 = 5x8 = NAILED NAILED 5 34 11 35 12 36 37 13 I.W.0111— — LO 38 39 " 40 4121 42 43 1144 45 .. 17 46 47 — 48 49 50 51 ') 4x6 = 4x6 = 5x8 = NAILED 6x8 NAILED 5x8.= 6x8 = NAILED 6x8 = 5x8 = NAILED NAILED NAILED NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 3 9-14 7-0-0 11-10 6 16-7-1 ~-3-9-14 21-3-11 26-0-5 30 8-15 35-5-10 40 4-0 3-2-2 4-10-6 4%-10 4-8-10 4%-10 4-8-10 4-8-10 4-10-6 Plate Offsets MY)— [2:0-6-4 0-1-21 f4:0-3-0 0-2-41 I8.0-3-O.Eddel F14:Edge 0-4-4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.68 19-20 >699 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.96 19-20 >498 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.16 14 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 496 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, BOT CHORD 2):6 SP No.2 except end verticals. WEBS 21:4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-14 oc bracing. RE,lkcTIONS. (1)/size) 14=3109/Mechanical, 2=301110-8-0 Nax Horz 2=191(LC 22) Nax Uplift 14=-1603(LC 5), 2=1544(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD .3-3=-6415/3209, 3-4=-6669/3418, 4-5=-8742/4517, 5-6=8742/4517, 6-7=-10541/5442, 1-9=10541/5442, 9-10=-7613/3943, 10-12=-7613/3943, 13-14=-282/242 BO'T CHORE) 2-24=-3063/5819, 23-24=-3063/5819, 22-23=-3235/6113, 20-22= 5357/10274, 19-20=-5357/10274, 18-19=-5079/9770, 16-18=-5079/9770, 15-16=-2322/4446, 14-15=-2322/4446 WEBS 3-24=-264/201, 3-23=-301/364, 4-23=-227/598, 4-22=-1575/3053, 5-22=-495/438, 3-22=-1795/930, 6-20=01418, 6-19=-163/313, 7-19=-490/431, 9-19=-475/903, 3-18=0/458, 9-16=-2527/1313, 10-16=-4581397, 12-16=-1917/3710, 12-15=0/408, ,,����������' 12-14=-5147/2646 ,�tP NOTES- (12) �% ��••�•••••• y II G E N SF.; 92 ♦��� 1) 2-ply truss to b,: connected together with 10d (0.131"x3") nails as follows: Q� .�� • Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. `� : N O 58126 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. •� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. * �• 2) flit loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connection!, have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., . �• Q F GCpi=0.18; MVJFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide aclecluclte drainage to water .! O prevent ponding. ♦♦ ,�'• Q` �� 5) All plates are 2:(4 MT20 unless otherwise indicated. 6) This truss has heen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ Q R �.•'� �� ♦♦i s • • •' • • �� n designedr a live 7) ' This truss he- load of n the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��i3O N A� S� w I fit between tom herd other members. . 011 8) Refer to girder(s) for truss to truss connections. - Philip J. O'Regan PE No.58126 9) Provide mecha ljcal connection (by others) of truss to bearing plate capable of withstanding 1603 lb uplift at joint 14 and 1544 lb MITek USA, Inc. FL Cert ISM Uplift at joint 2. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS gutdlines. 69M Parke East Blvd. Tampa FL 33610 0aw: 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 401 lb down and 242 lb up at February 20,2018 ry 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ��{AA;;{aa�` ,p�L•{G'�xX,bb���i%�ld� I�ir pe�aMe�Brs��i�RE8ND7ES�lYTFATJDrrO>=O MITEIC REFEI7EN!<EPAGE7Vl?7A�Th§V.'Iblb3jzDf5HEFORE USE. SrITy with MiTek9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a Iruss system. Befo *e use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Braving indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r �• Mire k' is always required to, stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sufte 312, Alexandria, VA 22314. 69D4 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283917 133f)474 AH7 HALF HIP GIRDER 1 2 Job Reference (optional) Builders FirstSourne, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:15 2018 Page 2 I D:FCgcsxyYvK4ngIfUNOxzD 1zjZxE-XGL858 W7Jk03rRfh2rviVYRj6l5jc16LrzruruzjGoY LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-13=-54, 2-14=-20 Concentrated Loads (lb) Vert: 8=98(F) 13=-119(F) 14=-57(F) 23=401(F) 4=-98(F) 7=98fl 19=-50(F) 18=-50(F) 9=-98(F) 25=-98(F) 26=-98(F) 27=-98(F) 28=-98(F) 29=98(F) 30=-98(F) 31=98(F) 32=-98(F) 33=98(F) 34=98(F) 35=-98(F) 36=-98(F) 37=98(F) 38=-50(F) 39=-50(F) 40=-50(F) 41=-50(F) 42=-50(F) 43=-50(F) 44=-50(F) 45=-50(F) 46=-50(F) 47=-50(F) 48=-50(F) 49=50(F) 50=-50(F) 51=-50(F) , r WARNING - Verif7 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters, and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 36610 Job Truss Truss Type Qty T13283918 133f1474 AH7A HIP GIRDER �Ply 1 2 Job Reference (optional) Builders FirstSoune, Plant City, FL 33566 2-0-0 ' 3-9-14 3-2-2 3-8-0 8.1311 s Sep 1b zui ✓ MI I eK InaustneS, inc. I ue reo zu lu:zv:1C zuio rage I ✓K4ngIfUNOxzD 1 zjZxE-yrl GkAZucf0aiuOGjzSP7A3IrWC7pNhnXx3YSCzjGoV ?-0 1 33-7-0 1 40-0-0 40 4-0 3-8-0 6-5-0 6-5-0 NAILED NAILED NAILED NAILED NAILED I NAILED NAILED „ 5.00 12 NAILED NAILED NAILED 5x8 = 2x4 II 4x12 = 2x4 II 3x6 = 4. 23 524 25 6 26 � 27 28 729 8 30 6-5-0 6-5-0 Scale = 1:71.3 NAILED NAILED NAILED NAILED NAILED NAILED 3x8 = NAILED NAILED 2x4 II 3x6 = 4x6 = 31 9 32 33 34 10 35 36 11 37 12 38 — 39 40 41 18 42 43 " 44 45 16 46 ''47 48 49 50 51 52 53 } 3 2x4 II 3x4 = 2x4 II II NAILED 3x8 = 1.5x8STP =NAILED NAILED 4x12 = 3x6 = NAILED NAILED 5x8 = NAILED NAILED NAILED Special NAILED NAILED 3x6 = NAILED NAILED NAILED NAILED NAILED 3x6 11 NAILED NAILED 4 7-0-0 10-8-0 14-4-0 20-9-0 27-2-0 33-7-0 40-4-0 I-3-9-14 3-2-2 3-8-0 3-8-0 6-5-0 6-5-0 6-5-0 6-9-0 Plate Offsets (X.Y)— [4:0-5-12 0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 046 Vert(LL) 0.14 15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.22 15-17 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 423 lb FT = 20% LUIVIBER- BRACING - TOP CHORD 2u:4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins, BOT CHORD 2r.4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 6-0-0 cc bracing: 19-20,17-19. REACTIONS. (lo/size) 2=443/0-3-8, 19=3961/0-8-0, 13=1719/Mechanical N.ax Horz 2=194(LC 7) Max Uplift 2=-443(LC 4), 19=-2327(LC 5), 13=-872(LC 4) . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-460/512, 3-4=190/358, 4-5=-409/911, 5-6=-408/911, 6-7=-1382/687, 7-9=1382/687, 9-10=-2720/1417, 10-12=-2720/1417, 12-13=-1551/911 BOT CHORD 2-22=-604/379, 21-22=-604/379, 20-21=-404/176, 19-20=-2518/1423, 17-19=-2518/1423, 15-17=-1567/3098, 14-15=-1567/3098 WEBS 3-21=-260/245, 4-21=-406/622, 4-20=-1397/858, 5-20=-317/279, 6-20=-1416/2066, 3-19=-3677/2309, 6-17=-2230/4296, 7-17=-712/622, 9-17=-1890/1000, 9-15=01520, 9-14=-417/203, 10-14=-710/615, 12-14=-1457/2894 • NOTES. (11) 1) 2-ply truss to b,: connected together with 10d (0.131"x3") nails as follows: `,`1►I111111/���,' %% ,\�\p • �'• •� R�C`��I�,, Top chords cor nected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. ' V� GEN S�• ��%/ ��� Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. �`,,Q� No 58126 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to •� Ply connection;, have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. * ! 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O OF •1411 •,\1 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 wideT' •�` Q ; will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. •,• O R 0.•• ���� ss►........... • • •�% 8) mechanicalconnection(byothers) of truss to bearing plate capable of withstanding 443 lb uplift at joint 2, 2327 lb uplift at 0 ,1111111111,04 joint id9 and lb uplift nt 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. Philip J. O'Regan PE No.58126 10) Hanger(s) or ether connection device(s) shall be provided sufficient to support concentrated load(s) 401 lb down and 242 lb up at Welk USA, Inc. FL Celt 6634 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Date: particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." February 20,2018 tt11�prr{{ DDnn op��❑❑(f HRIPIIVG�-'YOGI y design paameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addftional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 36610 Job Truss Truss Type Qry Ply T13283918 133f)474 AH7A HIP GIRDER 1 Job Reference (optional) Builders FirstSourm Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:18 2018 Page 2 I D:FCgcsxyYvK4ngIfUNOxzD1 zjZxE-yrl GkAZucfOeiuOGjzSP7A31rWC7pNhnXx3YSCzjGoV LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads (plf) Vert: 1-4=-54, 4-12=-54, 2-13=-20 (concentrated Loads (Ib) Vert: 4=-98(B) 8=98(B) 21=401(B) 12=-119(B) 13=-57(B) 23=-98(B) 24=-98(B) 25=-98(B) 26=-98(B) 27=-98(B) 28=98(B) 29=-98(B) 30=-98(B) 31=-98(B) 3,?=-98(B) 33=-98(B) 34=-98(B) 35=98(B) 36=-98(B) 37=-98(B) 38=-50(B) 39=-50(B) 40=-50(B) 41=-50(B) 42=50(B) 43=-50(B) 44=-50(B) 45=-50(B) 46=-50(B) 47=-50(B) 48=-50(B) 49=-50(B) 50=50(B) 51=-50(B) 52=-50(B) 53=-50(B) WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Iruss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Srdety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Qty Ply FJob �AI-19 T13283919 1339474 Hip 1 1 Job Reference o tional Builders Firstsourve, Plant City, I-L 33bbb 2-0-0 ' 4-9-14 4-2-2 7-9-0 d.13U s Sep lb zui / mi 1 eK industries, Inc. i ue reD zu 1 u:Zy:-iv zUlb rage i I D:FCgcsxyYvK4ngIfUNOxzD 1 zjZxE-Q1 bfxWZWNyWUK2zSHhzegOcO_wSEYsLxlbp6_fzjGoU 1-6-0 1 32-3-0 1 40-0-0 40 -0 7-9-0 7-9-0 7-9-0 Scale = 1:71.3 • 5x8 = 3x8 = 4x6 =2x4 II 3x6 = 5x6 WB = 5x6 = — F,—,- ., .. I n 'v 15 12 3x6 3x4 = 2x4 II 5x8 = 5x6 = 3x6.I 3x8 MT20HS = 46 = 9-0-0 16-9-0 24-6-0 32-3-0 40-4-0 9-0-0 7-9-0 7-9-0 7-9-0 8-1-0 Plate Offsets (X Y) [2:0-3-0.0-1-8] [3:0-4-0.0-1-13]. [5:0-3-O.Edge]. [8:0-3-O.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.46 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.74 13-14 >645 180 MT20HS 187/143 BOLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.16 10 n/a n/a BCIDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight:201 lb FT=20% LUIVIBER- BRACING - TOP CHORE) 2)A SP No.1 'Except" TOP CHORD Structural wood sheathing directly applied, except end verticals. 1.3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2)A SP No.2 `Except* WEBS 1 Row at midpt 4-16, 4-13, 7-13, 9-11 2-15: 2x4 SP No.1 WEBS 2r.4 SP No.3 *Except* 9-11: 2x4 SP No.2 OTHERS 2r:4 SP No.3 REACTIONS. (ID/size) 2=160410-8-0, 10=1471/Mechanical IV ax Horz 2=242(LC 9) Max Uplift 2=-716(LC 8), 10=-694(LC 9) FORCES. (lb) - iMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3035/2007, 3-4=-2723/1978, 4-6=-3765/2585, 6-7=-3765/2585, 7-9=-2569/1784, 9-10=-1397/1044 BO'T CHORD 2-16=-2078/2694, 14-16=-2709/3816, 13-14=-2709/3816, 11-13=-1808/2569 WEBS 3-16=-354/748, 4-16=-1 223/869, 4-14=0/291, 6-13=-404/390, 7-13=-900/1331, 'i�I I��f�I 7-11 =-1 043/881, 9-11 =-1 904/2798 `p J.Orel !,,, NOTES- ♦♦,fit ,'� (8) e �` G E N �i S•,• 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., eee Q •�� . r GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 NO 58126 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' = .Q 5) This truss haE: 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. �O �, O F 6) Refer to girder(s) for truss to truss connections. . ♦ ,�J ee ��� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 716 lb uplift at joint 2 and 694 lb uplift at Dint 10. '•, • Q `0 R ,•'• ♦♦ • • ' �♦ 8) r product lrlcomponent. suitabilitytuse ° component for any �O. particular she responsibility of he building designer ANSI TPI1 as referenced by he building code Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cent 66M 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 -- AWARNING - Vorif'r design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wfth MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Befoe use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 36610 Job Truss Truss Type Qty Ply �AI-19A T13283920 133f)474 Hip 1 1 Job Reference o tional Builders I-irstSourrz, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:20 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzDlzjZxE-uD918sa88GeLyCXegOUtCb8cjJtvHJ14_FYfX5zjGoT 2-0-0 4-9-14 9-0 0 14-4-0 22-3-4 30-0-12 38-0-0 40-4 0 2-0-0 4-9-14 4-2-2 5 4-0 7-11 4 7-9 8 7-114 24-0 6 �s Scale = 1:71.3 5x6 = 4x6 5x8 = 2x4 11 3x6 = 3x8 = 5x6 = 5.00 12 4 5 21 6 7 822 9 10 um io 16 iu 14 io is ,I 3x8 = 1.5x8 STP = 5x8 = 3x6 — _ 2x4 11 3x8 = 3x6 I 3x6 11 3x6 = �_. 9-M 14�-0 22-3-4 30-0-12 38-M 40-4-0 9-0-0 5-4-0 7-11-4 7-9-8 7-11-4 2 4-0 Plate Offsets (X Y) [2:0-3-0,0-1-81 14:0-3-0.0-2-41 19:0-3-0.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCI-L 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.34 2-18 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.64 Vert(CT) -0.31 2-18 >547 180 BCI-L 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 213 lb FT = 20% LUIInBER- BRACING - TOP CHORD 2;A SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, BO'T CHORD 2):4 SP No.2 except end verticals. WEBS 2)A SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-13 oc bracing. WEBS 1 Row at midpt 5-18, 5-15, 8-15, 8-12 REACTIONS. (l)/size) 2=417/0-3-8, 17=1834/0-8-0, 11=829/Mechanical Nax Horz 2=189(LC 11) Max Uplift 2=-401(LC 8), 17=-1125(LC 9), 11=-358(LC 8) N:ax Grav 2=418(LC 23), 17=1834(LC 1), 11=842(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE) 2-3=310/750, 3-4=47/419, 4-5=-20/419, 5-6=-940/577, 6-8=-940/577, 8-9=512/428, 3-10=-559/416, 10-11=-854/580 BO'T CHORD 2-18=-943/256, 17-18=778/744, 15-17=-778/744, 13-15=-885/1353, 12-13=-885/1353 WEBS 3-18=-353/615, 5-18=-13661865, 5-17=-1703/1760, 5-15=-1301/1835, 6-15=-419/415, 3-15=-489/488, 8-13=0/315, 8-12=-935/554, 10-12=-558/820 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASC:E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., `�.411111111/1 1• 0 GCpi=0.18; ,�� �Q •�9 ��! MVVFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 9-0-0, Exterior(2) 9-0-0 to 40-2-4 zone; end �� .�.�\ ;•' C E N-, d vertical left and right exposed; porch left exposed;C-C°for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 Q •: �\ /1j i� plate grip DOL-1.60 ,�� 3) Provide adequate drainage to prevent water ponding. No 58126 4) This truss has heen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * �• •� 5) " This truss hat, 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. = i 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 lb uplift at joint 2, 1125 lb uplift at O'• F •' �� ' point 17 and 353 lb uplift at joint 11. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any 0 •A' Q �.•'• particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." IfIs4pN A��`,,, 11111 Philip J. O'Regan PE ND.58126 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 �r WARNING - Verd r design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I.7473 rev. 10/03/2015 BEFORE USE. Design valid for use .mly with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Befo,e use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSITfP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. .fety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283921 1339474 AH11 Hip 1 1 Job Reference (optional) Builders FirstSoune, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:28:53 2018 Page 1 ID:FCgcsxyYvK4ngIfUNOxzD 1 zjZxE-A10gUdFCVzEBC2zSIDVYcvXw6Rb_T2A6nYWk49zjGou 20-0 5-9-14 11-0-0 20-0-9 28-11-7 38-0-0 40-4-0 , Q--0 �— 5-9-14 5-2-2 1 9-0-9 8-10-13 9-0-9 2-4-0 5x6 = 5.00 (17 3x8 = 195 3x6 = 2x4 II 6 7 20 Scale=1:71.3 5x12 = 4x6 8 g 14 3x6 II 3x6 '% 4x6 — 2x4 II 4x12 = 4x6 = 3x8 = 4x6 = 11-0-0 204^ i28-11w7 38-0-0 1 "-0 , LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 TCDL 7.0 Lumber DOL 1.25 BC 0.94 BCLL 0.0 Rep Stress Incr YES WB 0.84 BCDL 10.0 Code FBC2017ITP12014 Matrix-SH LUMBER - TOP CHORE) 2r4 SP No.2 *Except* 4-6,6-8: 2x4 SP M 31 BOT CHORD 2r4 SP No.1 'Except' Vi-15: 2x4 SP No.2 WEBS 21:4 SP No.3 REACTIONS. (Ii/size) 2=1 604/0-8-0. 1 0=1 471 /Mechanical N•ax Horz 2=238(LC 9) Max Uplift 2=-696(LC 8), 10=-659(LC 9) DEFL. in floc) Vdefl Ud PLATES GRIP Vert(LL) 0.34 14 >999 240 MT20 244/190 Vert(CT) -0.67 2-16 >711 180 Horz(CT) 0.14 10 n/a n/a Weight: 214 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-16, 5-12, 8-12 FORCES. (lb) - Aax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3087/2277, 3-4=-2797/1971, 4-5=-2553/1909, 5-7=-2674/1928, 7-8=-2675/1928, 3-9=804/632, 9-10=-1492/1072 BO'T CHORD 2-16=-2369/2779, 14-16=-2376/3263, 12-14=-2376/3263, 11-12=-575/717 WEBS 3-16=-287/473, 4-16=-351/702, 5-16=-925/606, 5-14=0/332, 5-12=-668/495, 7-12=-510/554, 8-12=-1561/2204, 8-11=-1035/924, 9-11=-1026/1404 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVIIFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 11-0-0, Exterior(2) 11-0-0 to 40-2-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has heen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss ha: been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 696 lb uplift at joint 2 and 659 lb uplift at joint 10. 8) "This manufactired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ♦♦%% 1 1110 111�,cc',��� No 58126 .o OF I��I�s�O � AL ��,♦♦♦ ��//11111111� Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 WARNING - Verifr design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Iruse system.. Befo"e use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Braang Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 36610 Job Truss I Truss Type Qty Ply T13283922 133r147a1 AH11A HIP 1 1 Job Reference (optional) Builders F=irstSour(:e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:28:55 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzD1zjZxE-7P8avJHSOaUuSM7rteYOhKcGyEMXxl_PEs?g82zjGos 20-0 6-0-0 11-0-0 19-4-9 27-7-7 36-0-0 40-4-0 Q--0 �— 6-0-0 5-0-0 84-9 8-2-13 84-9 4-4-0 C, s nn Fig 5x6 = 3x8 = 3x6 = 2x4 11 5x8 = Scale = 1:71.3 I0 15 1" 13 14 11 ,J 3x4 = 1.5x8 STP 2x4 II 3x8 = 3x4 = 3x6 II = 5x6 = 3x6 = i— 6-0-0 11^0-0 1 14-0-0 19-49 27^7w7i 36-0-0 40�-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. DEFL. in (loc) I/clef] L/d TC 0.89 Vert(LL) 0.24 15-16 >701 240 BC 0.61 Vert(CT) 0.21 15-16 >797 180 WB 0.56 Horz(CT) 0.01 10 n/a n/a Matrix-SH LUMBER:- BRACING - TOP CHORD 2r4 SP No.2 TOP CHORD BO'T CHORD 2r4 SP No.2 WEBS ZA SP No.3 BOT CHORD WEBS REACTIONS. (I)/size) 2=379/0-3-8, 15=1892/0-8-0, 10=808/Mechanical N ax Horz 2=190(LC 9) M ax Uplift 2=-360(LC 8), 15=-1161(LC 9), 10=-317(LC 8) N ax Grav 2=383(LC 23), 15=1892(LC 1), 10=833(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2371633, 3-4=-225/831, 4-5=-872/861, 5-7=-1097/707, 7-8=-1097/707, 3-9=-762/525, 9-10=806/567 BOT CHORD ?-16=-784/160, 15-16=366/359, 14-15=-51/374, 12-14=-51/374, 11-12=452/663 WEBS 3-15=-1524/1106, 5-12=-805/880, 7-12=-473/516, 8-12=197/495, 8-11=-301/317, 3-11=-485/795, 3-16=-291/465, 4-16=-1370/666, 4-15=-892/1201 PLATES GRIP MT20 244/190 Weight: 214 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-15, 5-12, 4-16 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0:18; MVyFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 11-0-0, Exterior(2) 11-0-0 to 40-2-4 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 platy: grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has heen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss ha: been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 2, 1161 lb uplift at joint 15 and 317 lb uplift at joint 10. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 1��9 4 J. l 0,� ,% Q .• >. F•�• 2 �i No 58126 S 441 iO4% if III Phillip J. O'Regan PE No.58126 MITek USA, Inc. FL.Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2018 rr WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use mly wdh WWII) connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Befo �e use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required fo^ stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the. fabrication, storage, felivery, erection and bracing of trusses and truss systems, see ANSIITPI1 duality 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 36610 Truss Truss Type Qty Ply T13283923 r1339474 AH13 Hip 1 1 Jab Reference (optional) Builders FirstSoune, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:28:56 2018 Page 1 ID:FCgcsxyYvK4ngIfUNOxzD 1 zjZxE-bciy6f15nudl4Wi1 QM3FEX9RLecGfR3YTVvkOgUzjGor 2-0.0 6-9-14 13-0-0 20-8-0 28-0-0 i 36-0-0 40-0-0 F6-2-2 7-8-0 7-8.0 7-8-0 4-0-0 2-0--i 6-9-14 U3 5.00 12 3x4 = 5x6 = 3x4 = 2x4 3x6 = 6 19 7 20 8 4x6 = 3x8 = 4x6 = 4x12 = Scale = 1:72.5 5x6 = 3 � N M 4x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.31 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.61 14-16 >789 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.11 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 216 lb FT = 20% LUINBER- BRACING - TOP CHORD 2r4 SP No.2 *Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BO'T CHORD 214 SP No.1 *Except* WEBS 1 Row at midpt 10-12 1:I-15: 2x4 SP No.2 WEBS 2)A SP No.3 REACTIONS. (I,)/size) 2=1604/0-8-0, 11=1471/Mechanical Nax Horz 2=238(LC 11) Nax Uplift 2=-675(LC 8), l l=-627(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD :2-3=-3107/2277, 3-5=-2805/2040, 5-6=-2753/2067, 6-8=-2753/2067, 8-9=-2000/1509, 3-10=-1800/1398, 10-11=-1384/1144 BOT CHORD 2-16=-2352/2783, 14-16=-1832/2336, 12-14=-1749/2295 WEBS 3-16=-323/510, 5-16=-264/535, 5-14=-368/656, 6-14=-439/484, 8-14=-371/576, 3-12=-832/745, 9-12=-248/588, 10-12=-1359/1707 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 13-0-0, Exteriar(2) 13-0-0 to 40-2-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has heen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss hat, been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechalical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 2 and 627 lb uplift at joint 11. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." `�11111111/III % J. r I, O ENs No 58126 Sit' O F : 44/ �C • ft 'SOT. P R �O1p• 1111/1� Philip J. O'Regan PE No.58126 Mffek USA, Inc. FL Cart 66M 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 A WARNING Veri11 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid fie use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a Iruss system. Befoe use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bra;ing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required to, stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Stdety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283924 133FF474 AH13A Hip 1 1 Jab Reference (optional) Builders FirstSoun:e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:28:57 2018 Page 1 I D:FCgcsxyYvK4ngifUNOxzD 1 zjZxE-3oGKK_IjYCIchgHD_3aUnlhgi24TOsPi!AUxDwzjGoq 3 D-0 6-9-14 13-0-0 14-7-0 21-0-13 27.6-7 340-0 40-0.0 6-9-14 6-2-2 1-7-0 6-5-9 6-5-9 6-5-9 6-4-0 Scale = 1:75.1 5.00 12 5x8 = 3x4 = 3x6 = 3x6 = 3x4 5 6 7 21 8 2x4 11 5x8 = 22 9 10 axe — 10 1t io 3x6 ll 2x4 11 1.5x8 STP = 2.50 12 3x4 = 5x8 = 14-74 69-14 13-0-0 4-3-1 21.0.13 27$0 34-0-0 40-0-0 EL9-14 6-2-2 -3-10 6-5-9 6-53 680 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.62 BC 0.45 WB 0.89 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) 0.13 2-18 >999 240 Vert(CT) -0.17 13-14 >999 180 Horz(CT) 0.05 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 223 lb FT = 20% LUINBER- BRACING - TOP CHORD 21A SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins, BOT CHORD 2r4 SP No.2 except end verticals. WEBS 2)A SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-8 oc bracing. WEBS 1 Row at midpt 6-15 REACTIONS. (I)/size) 2=230/0-3-8, 16=2145/0-7-4, 12=704/Mechanical N ax Horz 2=189(LC 9) N ax Uplift 2=-308(LC 8), 16=-1250(LC 9), 12=-259(LC 8) N ax Grav 2=250(LC 23), 16=2145(LC 1), 12=728(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORE) 2-3=-124/600, 3-5=753/993, 5-6=-945/1096, 7-9=-1257/746, 9-10=-1262/751, 10-11=-936/599, 11-12=-681/542 BO'T CHORD 2-18=-531/68, 17-lB=-531/68, 16-17=-857/746, 15-16=-1159/1113, 14-15=-761314, 13-14=-535/827 WEBS 3-18=-419/292, 3-17=-69011253, 5-17=-791/364, 5-16=-848/1307, 6-16=-1052/828, 3-15=-971/1383, 7-15=-831/732, 7-14=-965/1192, 9-14=-370/409, 10-14=175/502, 11-13=-4511786 NOTES- (8) O'/j�,' , ♦♦♦ \p AF 1 unbalanced roof live loads have been considered for this design......... ♦ \\�,•I • Q �G E N 9,L 2) \Nind: ASC:E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., S�.; GCpi=0.1 B; MVJFRS (envelope),and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 13-0-0, Exterior(2) 13-0-0 to 40-2-4 zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber No 58126 DOL=1.60 plattl grip DOL=1.60 3) Provide adequitte drainage to prevent water ponding. e 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 5) This truss ha:, 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. ' F •' 44b • 6) Refer to girder(s) for truss to truss connections. ♦ T ,A` Q` • ;`1 �� ��� 7) Provide mechaiical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2, 1250 lb uplift at 0 (t IV ,`••� �I�ss•••••••.• joint 16 and 259 lb uplift atjoint 12. "Thfor \��♦ ;11, 8) is ned as an individual ldlng this Ponent any use ild the 1O11 g111 E ** particular cular building ictwed s the responsibroduct ility y of the building designer pe ANSI TPIt1 as referenced by bung codef Philip J. O'Regan PE No.58126 M rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 A WARNING • Vent I design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss systerr. Befoe use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sidety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283925 133Sa474 AH15 Roof Special 1 1 Job Reference (optional) Builders FirstSourr e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:28:59 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzD1zjZxE-?BO5kgKz4p?Kx_Rc6UcysAnxtsessp4_9Uz2HpzjGoo 2-0-0 7-9-14 15-0-0 20 8-0 2611-0 32-0-0 35-1-8 37-1.8 40-4-0 .: 0-0 7-9-14 7-2-2 5-8-0 5 8-0 S-B-0 3.1.8 2-0-0 5.00 12 5x6 3x4 = 2x4 11 3x6 = 622 7 8 23 5x6 = 9 5x6 =G _ Scale = 1:73.8 1.o Co olr— I 10 14 13 34 � 3x4 = 4x6 = 3x8 = 4x6 3x8 = 5x8 = 3x6 I 11-1-3 20-8-0 32-0-0 37-1-8 40-4-0 11-13 9-6-13 114-0 5-1-8 3-2-0 L0,4DING (psf) SPACING- 2-0-0 TCI-L 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCI-L 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 CSI. DEFL. in (loc) I/defl L/d TIC 0.96 Vert(LL) -0.36 15-17 >999 240 BC 0.91 Vert(CT) -0.75 15-17 >640 180 WB 0.68 Horz(CT) 0.12 13 n/a n/a Matrix-SH LUIIABER- BRACING - TOP CHORD 21:4 SP No.2 TOP CHORD BOT CHORD 2)A SP No.1 BOT CHORD WEBS 2)A SP No.3 WEBS REACTIONS. (I1)/size) 2=1604/0-8-0, 13=1471/Mechanical N ax Horz 2=239(LC 11) IVax Uplift 2=-648(LC 8), 13=-597(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD .2-3=-3075/2113, 3-5=-2761/1942, 5-6=-2372/1781, 6-B=2372/1781, 8-9=-1574/1258, 3-10=-1714/1300, 10-11=-871/766, 11-12=-968/779, 12-13=-1428/1078 BO'T CHORD 2-19=-2184/2752, 17-19=-1651/2169, 15-17=-1588/2112, 14-15=989/1301 WEBS 3-19=-394/495, 5-19=-333/586, 5-17=-204/466, 6-17=-322/342, 8-17=-194/461, 3-15=-863/675, 9-15=-238/438, 10-15=-271/550, 10-14=-1236/863, 12-14=-950/1305 PLATES GRIP MT20 244/190 Weight: 232 lb FT = 20% . Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-2-2 oc bracing. 1 Row at micipt 8-15 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 15-0-0, Exterior(2) 15-0-0 to 35-1-8, Interior(1) 3548 to 37-1-8 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss hw. been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechalical connection (by others) of truss to bearing plate capable of withstanding 648 lb uplift at joint 2 and 597 lb uplift at joint 13. 8) 'This manufatct•ired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." r; 9 A `,11111111///�, No 58126 OF : 4U,- � 61,S,'ON A%- � S��♦♦ Philip J. O'Regan PE ND.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 WARNING - Verif I design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Dosign valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Iruss system. Befo,e use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Brazing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, iellvery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component stdety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City 17, T13283926 133t3474 AH15A HIP 1 b Reference o tional Builders FirstSourtx, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:00 2018 Page 1 I D:FCgcsxyYvK4ngifUNOxzD1 zjZxE-TNxTyOLbr77BY70ofB7BONJ8AFOFbC1808ibgFzjGon F2-00_00 7-9-14 15-0-0 23 6-0 32-0.0 W-2-6 40 4-12 47-0-0 2-0-D 7-9-14 7-2-2 8 6-0 8-6-0 426 4-2 6 6-7� r u 2 4x6 5.o0 12 5x8 = 3x6 = 5x6 NIB = 5x6 = 5 6 7 8 2x4 11 1.5x8 STP = 7xl0 = 2.50 12 1.5x8 STP = 6x8 = Scale = 1:85.2 -9-14 -- 2-0-0 - 3- 0 - -0O -0-0 7-9-14 6-5-12 0 -10 6-5 6 6-5 6 6-5� 0-74 6-0-0 Plate Offsets)— 15:0-4-0.0-1-131, 17:0-3-O.Edgel. 18:0-3-0.0-2-41. 113:0-4-0 0-2-11j. [17:0-6-8.0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) 0.26 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) -0.07 13 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Weight: 257 lb FT = 20% LUIVIBER- BRACING - TOP CHORD 2)A SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. 5.7: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. BOT CHORD 21:4 SP No.2 *Except* WEBS 1 Row at midpt 5-16 2-17,15-17: 2x6 SP No.2 WEBS 21A SP No.3 OTHERS 2)A SP No.3 REACTIONS. (1 )/size) 2=342/0-3-8, 17=1924/0-7-4, 13=1317/0-7-4 Nax Horz 2=146(LC 16) Nax Uplift 2=-253(LC 8), 17=1662(LC 8), 13=-1051(LC 9) Max Grav 2=361(LC 23). 17=1924(LC 1), 13=1347(LC 24) FORCES. (lb) -'Nax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-603/355, 3-5=1598/882, 5-6=236/804, 6-8=-880/2340, 8-9=-671/2064, 3-11=-686/560, 11-12=-872/588 BO'T CHOP.D 2-18=-307/723, 17-18=308/724, 16-17=-724/1814, 15-16=-797/645, 14-15=-1259/707, _ 1 3-14=-1010/390,12-13=-471/887 IIII// jI' WEBS 3-18=-486/343, 3-17=-774/1382, 5-17=-1337/2646, 5-16=-2639/1044, 6-16=-857/1495, -1131352/497 8 15=-553/255, 8-14=-257/88, 9-14=955/376, 9-13=1263/2633, ,,,IIIII ON 1 ,\v C. NOTES- (7) 1) unbalanced roof live loads have been considered for this design. No 58126 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 15-0-0, Exterior(2) 15-0-0 to 40-6-8, Interior(1) 40-6 8 to 47-0-0 zone; cantilever right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. �• F �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' :.0�' •1(, 5) This truss ha: 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 ll fit between the bottom other lo ��,� Q R Q �•' �\ `�� 6) mecha,iicalconnectiontruss bearing 253 lb i�S�ON F i17 andat jo n(by3others)of plate capable of withstanding uplift at joint 2, 1662 lb uplift at joint A �?�`�, 11111 7) "This manufactired product is designed as an individual building component. The suitability and use of this component for any Phlllp J. O'Regan PE No.58126 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code" MITek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: February 20,2018 WARNING • Verit /design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. • Design valid for use )nly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Befo 'e use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Brazing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and.permanent bracing • MiTek Is always required to stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283927 1331474 AH17 Roof Special 1 1 Job Reference (optional) Builders FirstSouns, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:01 2018 Page 1 I D:FCgcsxyYvK4ngIfUNOr¢D 1 zjZxE-xZVr9MLDcQF2AHa7DvfQxbsHofLdKfcHcoS9MhzjGom -0-0 6-1-3 11-6-10 17-0-0 23-6-0 30-0-0 37-1-8 39-1-8g0-4-0 ~!-M 6-1-3 5-5-6 5-5-6 6-6-0 6-6-0 7-1 8 2-0-0 1-2-8 u r r- 4 5.00 12 5x6 = _ 3x4 — 5x6 6 721 22 8 Scale = 1:73.8 -i.o co air — io io is 3x6 3x4 = 3x6 = 3x8 = 4x6 = 3x8 = 3x8 = 6x8 = 9-94 17-0-0 28-0-1 37-1$ 39-1-840-0-0 9-9-4 7-2-12 11-0-1 9-1-7 2-0-0 1-2-8 _ Plate Offsets X Y1-- 12:0-3-0.0-1-81 r6:0-3-0.0-2-4],[8:0-3-0.0-2-4] r10:0-3-0.0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCI_L 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.46 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.80 14-16 >595 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.11 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 235 lb FT = 20% LUMBER- BRACING- TOPCHORD 2r4 SP No.2 TOP CHORD BOT CHORD 2r4 SP No.1 BOT CHORD WEBS 2r4 SP No.3 WEBS REACTIONS. (Wsize) 2=1604/0-8-0, 12=1471/Mechanical N ax Horz 2=239(LC 11) N ax Uplift 2=-636(LC 12), 12=568(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3109/2053, 3-5=-2846/1927, 5-6=-2246/1637, 6-7=-2030/1592, 7-8=-1763/1416, 3-9=1879/1385, 9-10=-953/784 BOT CHORD 2-18=-2153/2787, 16-18=-1898/2462, 14-16=-1504/2014, 13-14=773/1046, 12-13=-314/369 WEBS 3-18=-259/282, 5-18=-101/396, 5-16=-589/535, 6-16=-308/557, 7-14=-549/477, 3-14=-147/427, 9-14=-480/702, 9-13=-1287/1052, 10-13=-1090/1539, 10-12=-1456/1017 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-3-6 oc bracing. 1 Row at micipt 7-16. 7-14 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 17-0-0, Exterior(2) 17-0-0 to 36-0-0, Interior(1) 36-G 0 to 37-1-8, Exterior(2) 39-1-8 to 40-2-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reaictions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss he, been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechalical connection (by others) of truss to bearing plate capable of withstanding 636 lb uplift at joint 2 and 568 lb uplift at joint 12. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 41tle1nuiw .\np J. O'/�Fi,� �: •;G ENS No 58126 �O S O F % i,���s,� N Air o?�� Philip J. VRegan PE No.58126 MITek USA, Inc. FL Ceti 66M 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2018 QWARNING • Vorifl design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1e/03/2015 BEFORE USE. valid for use 3nly wdh MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not WitDesign a Iruss system. Befo's use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required to, stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, fellvery, erection and bracing of trusses and truss systems, see ANSIITPN 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 36610 Job Truss Truss Type Qty Ply T13283928 133f)474 AH17A HIP 1 1 Job Reference (optional) Builders FirstSoun;e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:02 2018 Page 1 I D:FCgcsxyYvK4ngIfUNOxzD1 zjZxE-Qm3DNiMrNkNvoR9BncAfUoPUp3gz36pRrSBiu6zjGol F�-0.0�_ 7-7-B 14-7.4 17-0 23-6-0 30-0-0 35-2-6 40-0.12 47-0-0 i49.0.0 -O-C 7-7-8 6-11-12 2-4-12 6-6-0 6-6-0 5-2-6 5-2-6 6-7-4 2-0.0 �I 5.00 12 5x6 = 5x8 3x6 = 5x6 = 22 7 23 8 4x6 = 19 18 5x8 = 19 2x4 I 1.5x8 STP = 2 50 12 1.5x8 STP = 6xl2 MT20HS = 7x10 = 17-M 7-7-8 14-3.10 1 7 27-6-0 3311-6 40-0-12 4 47-0-0 7-7-8 6-8-2 0 t0E-0 656 6-56 0-7 Scale = 1:65.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCI-L 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.47 16-17 >654 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.44 16-17 >707 180 MT20HS 1871143 BOLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) -0.06 14 n/a n/a BCI7L 10.0 Code FBC2017frP12014 Matrix-SH Weight: 277 lb FT = 20% LUMBER- BRACING - TOP CHORD' 2):4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-4 cc purlins. BOT CHORE) 2):6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 2-18: 2x4 SP No.2 WEBS 1 Row at midpt 5-17, 7-17, 11-15 WEBS 2)A SP No.3 REACTIONS. (I /size) 2=3B5/0-3-8, 18=1814/0-7-4, 14=1492/0-7-4 Nax Horz 2=-145(LC 17) Nax Uplift 2=-212(LC 12). 18=1195(LC 8), 14=1238(LC 9) Nax Grav 2=411(LC 23), 18=1814(LC 1). 14=1524(LC 24) FORCES. (lb) - Nax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE) .2-3=-629/192, 3-5=-948/734, 5-6=-9/323, 6-7=0/306, 7-8=-762/2465, 8-9=-600/2305, M1=-706/2282, 11-12=-1588/918 BOT CHORE) t-19=-153/760, 18-19=154/760, 17-18=-661/1287, 16-17=-927/564, 15-16=-1440/696, 14-15=-886/1918, 12-14=-787/1670 WEBS 3-19=0/331, 3-18=-753/614, 5-18=-1319/2940, 5-17=-2491/986, 6-17=-272/98, 1-17=928/1905, 7-16=-1239/422, 8-16=-657/190, 8-15=-294/231, 9-15=-256/401, 11-15=-3110/1475, 11-14=-1183/2192 NOTES- (8) 1) unbalanced roof live loads have been considered for this design. 2) Wind: ASC:E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1 £I; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 17-0-0, Exterior(2) 17-0-0 to 38-5-13, Interior(1) 38-5.13 to 49-0-0 zone; cantilever right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are N T20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ha: 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 mechaiical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplift at joint 2, 1195 lb uplift at joint 18 and '12:38 lb uplift at joint 14. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ,tit tIIII 111��� GENSF''92�♦♦ '. No 58126 % illll Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 A WARNING • Vorif r design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Dasign valid for use mly with MiTeM connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Befoe use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bra zing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required fo• stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 36610 Job Truss Truss Type Qty Ply T13283929 133F1474 AH19 Hip 1 1 Job Reference (optional) Builders FirstSoun:e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:04 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzDlzjZxE-M86 o006vLddllJZu1C7ZDUpEtMZx4YkJmgpzOzjGoj 72 2-0.0 6-9-3 12-10-10 19-0-0 23-6-0 28-0 0 34-0-4 40-4-0 0 6-9-3 6-1-6 6-1-6 4.6-0 4-6-0 6-0-0 6-3-12 5.00 12 5x6 — _ 3x4 = 5x6 6 19 7 820 Scale=1:72.1 i.—air— 14 •• 3xe 3x4 = 3x6 = 3x8 — 3x6 = 3x8 = 6x8 = 10-6-0 19_0_0 30-2-5 40-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.44 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.77 12-14 >623 180 BCI-L 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 231 lb FT = 20% LUMBER- BRACING - TOP CHORD 2r4 SIP No.2 TOP CHORD BO'T CHORD 2r4 SP No.1 WEBS 2;A SIP No.3 BOT CHORD WEBS REACTIONS. (Wsize) 2=1604/0-8-0, 11 =1 471 /Mechanical Nax Horz 2=192(LC 11) Max Uplift 2=-654(LC 12), 11=513(LC 13) FORCES. (lb) - Wax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3093/2187, 3-5=-2800/2045, 5-6=-2078/1666, 6-7=1875/1624, 7-8=-1489/1343, 3-9=1810/1436 BOT CHORD 2-16=-2177/2771, 14-16=-1863/2362, 12-14=-1331/1789, 11-12=-1109/1426 WEBS 3-16=-308/324, 5-16=-142/477, 5-14=-681/660, 6-14=-331/558, 7-12=-605/473, 3-12=-302/475, 9-12=-4/416, 9-11=-1839/1381 Structural wood sheathing directly applied or 2-7-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-14, 7-14, 7-12, 9-11 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 19-0-0, Exterior(2) 19-0-0 to 36-5-13, Interior(1) 36-5.13 to 40-2-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequrlte drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss ha: been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mecha lial connection (by others) of truss to bearing plate capable of withstanding 654 lb uplift at joint 2 and 513 lb uplift at joint 11. 8) "This nlan.lfact fired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ,`���\ .J. O'ft '••• %Q`Z`'•--* G E NSF•; •• I No 58126 •;41 OF Phillip J. O'Regan PE No.58126 MTek USA, Inc. FL.Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2018 A WARNING • Verif I design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Dosign valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a Iruss systerr. Befo 'e use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p building design. Bra zing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiT®k• Is always required fo• stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, lelivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 36610 Truss Truss Truss Type QtyPly)47<{ T13283930 r HIP 1 1 Job Reference (optional) Builders FirstSourre, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:05 2018 Page 1 ID:FCgcsxyYvK4ngIfUNOxzD 1 zjZxE-qLIM?kPkgflUfvumSljM5R0?yGmpGTBtXQQMV rzjGoi -2-0-0 7-7-8 i l— 1247� 19-0 23-62-0 6-2.40-4-612_7-00 90 44-0 4-0 -02-0l 7-7-8 12 -0-2, 6-26-7-4 5.00 12 5x6 = 6 22 3x6 = 5x6 = 7 823 46 = 19 18 A. — 14 .__ 2x4 11 1.5x8 STP = 6x12 MT20HS = 2.50 12 1.5x8 STP = 7x10 = Scale = 1:85.8 7-7 8 14-0-0 14-7 4 19-0-0 27 6-0 34-2 6 40-4-12 41 0 0 47-0-0 7-7-8 6-4-8 0-7-4 4%-12 8-6-0 6-8-6 6-2.6 0-7-4 6-0-0 Plate Offsets (X Y)-- 16:0-3-0.0-2-41,18:0-3-0.0-2-41 (14:0-6-8 0-4-121,116:0-4-0 0-3-81 (18:0-9-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCI-L 2D.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.26 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) 0.24 16-17 >999 180 MT20HS 187/143 BCI-L 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.05 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 280 lb FT = 20% LUINBER- BRACING - TOP CHORE) 2)A SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins. BOT CHORE) 2):6 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-18: 2x4 SP No.2 6-8-13 oc bracing: 16-17 WEBS 2)A SP No.3 5-5-15 oc bracing: 15-16. WEBS 1 Row at midpt 5-17, 11-15 REACTIONS. (1)/size) 2=395/0-3-8, 18=1799/0-7-4, 14=1497/0-7-4 Nax Horz 2=-160(LC 17) Nax Uplift 2=-208(LC 12), 18=1138(LC 8), 14=1227(LC 9) N ax Grav 2=430(LC 23), 18=1799(LC 1), 14=1522(LC 24) FORCES. (lb) - Aax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE) .2-3=-571/155, 3-5=882/706, 5-6=-112/820, 6-7=-90/800, 7-8=-659/2198, 3-9=784/2236, 9-11=-640/2223, 11-12=-1595/914 BOT CHORD 2-19=-120/707, 18-19=-121/707, 17-18=-644/1303, 16-17=-756/463, 15-16=-1566/554, 14-15=-881/1919,12-14=-783/1676 WEBS 3-19=0/331, 3-18=748/551, 5-18=-1263/2510, 5-17=-2167/942, 7-17=-663/1379, 7-16=1095/375, 8-16=-524/123, 9-15=-459/420, 11-15=-3074/1408, 11-14=-1189/2241 NOTES- (8) `%. 1) llnbalanc¢:d roof live loads have been considered for this design. e ��•°��..... I 2) MMnd: ASC:E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., eee Q�: �� G EN & * 92 ♦♦♦ GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 19-0-0, Exterior(2) 19-0-0 to 36-5-13, % .• Interior(1) 36-5.13 to 49-0-0 zone; cantilever right exposed ; end vertical left and right exposed; porch right exposed;C-C for N O 58126 members and faces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �• �� 3) Provide adequate drainage to prevent water ponding. 4) All plates are NT20 plates unless otherwise indicated. = : 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss ha: 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 ♦ % F will fit between the bottom chord and any other members. ♦ ,� ° T Q` • C1 ee 7) Provide mecha lical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2, 1138 lb uplift at ♦♦� O R t Q.•' ��,ee joint 18 and 12:27 lb uplift at joint 14. �j is....... t ` ,% 8) particular builctired ilding stheresponsibility uct is of the building designer d as an individual llng per ANSI TPIt1 as eferenbility ced by thebuilding code."e of this for any Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 WARNING • Veril / design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Dosign valid for use mly wdh MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Iruse system. Befo,e use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building des! gil. Bra. Ing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required fo • stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, lellvery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Zfety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Qty Ply r1339474 T13283931 AH21 Hip 1 1 Job Reference (optional) Builders FirstSoure, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:06 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzDlzjZxE-IXJkC3PMRztLG2TyOSEbeeZ8Wg1 R?xLOm49wlvzjGoh 2-0.0 7-5-3 14-2-10 21-0-0 26-0-0 33-0-4 40-4-0 �2.0-0 7-5-36-9 6 6-9-0 5-0-0 7-0-4 7-3-12 Scale = 1:72.1 ¢I- 5x6 = 5x6 = 5.o0 12 1.nxu Z, — - - -- 13 — — -- -- — W 3X6 3x4 = 3x8 MT20HS = 3x8 = 3x6 = 3x4 = 6x8 = 10-6-0 i 21-0-0 i 30^2-5 i 40-0-0 LOADING (psf) TCI-L 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0'87 BC 0.91 WB 0.84 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.35 13-15 >999 240 Vert(CT) -0.65 13-15 >731 180 Horz(CT) 0.12 10 n/a n/a PLATES MT20 MT20HS Weight: 225 lb GRIP 244/190 187/143 FT = 20% LUINBER- BRACING - TOP CHORD 2)A SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 21:4 SP No.1 except end verticals. WEBS 2r4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. WEBS 1 Row at midpt 5-13, 7-11, 8-10 REACTIONS. (1)/size) 2=160410-8-0, 10=1471/Mechanical Nax Horz 2=204(LC 16) [Vex Uplift 2=-669(LC 12), 10=-535(LC 13) Nax Grav 2=1604(LC 1), 10=1488(LC 2) FORCES. (lb) - Aax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3090/2074, 3-5=-2813/1966, 5-6=-1924/1498, 6-7=1725/1477, 7-8=-1845/1439, 3-10=-196/262 BOT CHORE) ?-15=-2071/2763, 13-15=-1720/2249, 11-13=-1054/1567, 10-11=-1120/1541 WEBS 3-15=-330/352, 5-15=-205/599, 5-13=-753/718, 6-13=-261/474, 7-13=-257/445, 3-11=0/338, 8-10=-1903/1333 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. , �I�♦ 2) Wind: ASC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., ,�� �Q J- 0 RAC ♦I♦ GCpi=0.1£1; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 21-0-0, Exterior(2) 21-0-0 to 26-0-0, *�\\' •• ... EAl •• �.y ♦ice Interior(1) 34-5.13 to 40-2-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; %� Q '�\ tS'�•.• /1j i� Lumber DOL=1.60 plate grip DOL=1.60 ' 3) Provide adequate drainage to prevent water ponding. Z No 58126 4) All plates are NT20 plates unless otherwise indicated. * �• 5) This truss has I)een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss ha; 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 = .Q will fit between the bottom chord and any other members, with BCDL = 10.Opsf. %• F 7) Refer to girder(s) for truss to truss connections. o 8) Provide rnechalical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift at joint 2 and 535 lb uplift at ����' Q;•• ���� joint 10. i♦♦�4 Q Q R % C' `% 9) This manufactired product is designed as an individual building component. The suitability and use of this component for any ♦ is `� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ♦♦j♦s�0N a' Phlllp J. O'Regan PE No.58126 Mlrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 WARNING • Verif / design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not, a Iruss systerr. Befo 'e use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283932 1331474 AH21A HIP 1 1 Job Reference (optional) Builders FirstSoun e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:07 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzD 1 zjZxE-mjs6QPQ_CG?BuC28aAIgAs61R4PXkNKA?kvTZLzjGog 1=0-0 �_ 7-7-8 14-7-4 21-0-0 26-0-0 33-2-6 40�-12 47-0-0 49-0-0 2- l 7-7-8 6-11-12 6-4-12 5-0-0 7_2-6 7-2-6 6-7-4 �2-0-0 oI 5x8 = 5.00 12 5x6 = Scale = 1:87.3 2Ij 46 = 18 17 13--- 2x4 11 1.5x8 STP = 2.50 12 1.5x8 STP = 10x16 MT20HS = 7xl0 = - -1 -3- 1 2 -0- -6-0 - -6 40-4-1 4 0 0 -0-0 7-7-8 6-B-2 6 -10 6-4-12 6F>-0 5-8-6 7-2-6 0-7-4 6-0-0 LOADING (psf) SPACING- 2-0-0 TCI_L 20.0 Plate Grip COL 1.25 TCDL 7.0 Lumber DOL 1.25 BCI_L 0.0 Rep Stress Incr YES BC 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2)A SP No.2 BOT CHORD 2):6 SP No.2 `Except' 2.17: 2x4 SP No.2, 15-17: 2x4 SP No.1 WEBS 2)A SP No.3 CSI. DEFL. in (loc) I/deft L/d TC 0.92 Vert(LL) 0.24 15-16 >999 240 BC 0.79 Vert(CT) 0.22 15-16 >999 180 WB 0.92 Horz(CT) -0.04 13 n/a n/a Matrix-SH REACTIONS. (I)/size) 2=413/0-3-8, 17=1772/0-7-4, 13=1507/0-7-4 Nax Horz 2=-175(LC 17) Nax Uplift 2=-335(LC 8), 17=-1411(LC 8), 13=-1185(LC 9) Nax Grav 2=456(LC 23), 17=1772(LC 1), 13=1515(LC 24) PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 266 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 15-16 5-7-3 oc bracing: 14-15. WEBS 1 Row at midpt 5-16, 6-15, 10-14 FORCES. (lb) - .Nax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-319/156, 3-5=1022/650, 5-6=-304/1042, 6-7=-606/1880, 7-8=-720/2033, 3-10=-738/2266, 10-11 =-1 563/901 BOT CHORD 2-18=-134/258, 17-18=-134/258, 16-17=-590/1465, 15-16=-151/309, 14-15=-1579/635, 13-14=-867/1895, 11-13=-768/1644 WEBS 3-18=-468/330, 3-17=-728/1147, 5-17=-1233/2362, 5-16=-2177/948, 6-16=-561/701, • 3-15=-1194/535, 7-15=-388/110, 8-15=-143/504, 8-14=-396/239, 10-14=-3082/1462, 10-13=-1177/2119 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 21-0-0, Exterior(2) 21-0-0 to 26-0-0, Interior(1) 34-513 to 49-0-0 zone; cantilever right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for membersand f )rces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) /kit plates are NT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss haE 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 mecha iical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift at joint 2, 1411 lb uplift at point 17 and 11:15 lb uplift at joint 13. 8) 'This manufact )red product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ,,11111111/1j�1 E IV ZI No 58126 • A� E� a���, Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: February 20,2018 A WARNING • Veril /design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/07/2015 BEFORE USE. Design valid far use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Befo'e use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• I s always required to, stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSI/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, yA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T13283933 133£)474 AH23 Hip 1 1 Job Reference o tional Builders FirstSoun:e, Plant City, FL 33566 8'130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:09 2018 Page 1 ID:FCgcsxyYvK4ngIfUNOxzD 1 zjZxE-i6_tr5SEjuFv7 WCXhaoIGHBelu4YCHRTS20aeF1jGoe i 8- -3 15-6-10 23-0.0 4 - 2&4-3 34-8-5 -0 0 8-1-3 7-5-6 7-5-6 -0.0 14-3 5-43 5-7-11 5x6 = 5x6 5.00 12 Scale = 1:71.9 -I oX0Z I — 1a -- 10 -- -- -- -- - 3x6 = 2x4 II 4x6 = 5xl2 = 3x6 = 3x4 = 6x8 = 3x4 = 24-0-0 8-1-3 15.6-10 23-0-0 2 6 0 32.0-4 40-4-0 8-1-3 7-5.6 7-5-6 0 8-0-4 8-3.12 L0,4DING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.26 13-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.43 13-15 >999 180 BCI-L 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.14 12 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-SH Weight: 244 lb FT = 20% LUMBER- BRACING - TOP CHORD 2):4 SP No.2 TOP CHORD BOT CHORD 2):4 SP No.2 BOT CHORD WEBS 2)A SP No.3 WEBS REACTIONS. (I)/size) 2=1604/0-8-0, 12=1471/Mechanical Max Horz 2=219(LC 12) Max Uplift 2=-682(LC 12), 12=-553(LC 13) FORCES. (lb) - vlax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3109/1954, 3-5=-2428/1695, 5-6=-1693/1311, 6-7=1501/1317, 7-8=-1658/1345, 3-9=1715/1303 BO'T CHORD 2-18=-1951/2774, 16-18=-1951/2774, 15-16=-1551/2171, 13-15=-1071/1583, 12-13=-1002/1359 WEBS 3-18=0/322, 3-16=673/444, 5-16=-140/509, 5-15=-893/759, 8-15=-273/340, 3-13=-95/400, 9-12=1815/1281, 6-15=-277/408, 7-15=-493/523 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-0-2 oc bracing. 1 Row at midpt 3-16, 5-15, 8-15, 9-12 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.1£I; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 23-0-0, Exterior(2) 23-0-0 to 24-0-0, Interior(1) 32-5.13 to 40-2-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss ha: been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 682 lb uplift at joint 2 and 553 lb uplift at joint 12. 8) "This manufact fired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." `ll11111lII/III ,%0 P J. O'R No 58126 � r �o :. S O F �O N A /11111 Philip J. O'Regan PE No.58126 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 A WARNING • Varil / design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Befo 'e use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required fo• stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T13283934 1331474 HH23A HIP 1 1 Job Reference (optional) Builders FirstSoune, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:10 2018 I D:FCgcsxyYvK4ngIfUNOxzD1 zjZxE-BIYF2RStUBNmlgmjFlJXoUksuHUixlvchh77Al �-0.C1 7-7-8 14-7 18-2:L- 23-0-0 2 0. 29-5-9 34.11.3 40-4-1 47-0.0 430-( 0. �- 7-7-8 6-11-12 4-2-6 4-2-6 -0. 5-8-9 5-5-9 5-5-9 6-7-4 2-0.0 }I 0 5x6 = 5x6 = 5.00 12 4x11 - 20 19 15 "'- 2x4 11 1.5x8 STP = 2.50 12 1.5x8 STP = 7x10 = 7xl0 = Scale = 1:85.8 24-0-0 7-7-8 14-3-10 14 7-4 23-0-0 23 0 27-6-0 3311-6 40-4-12 4 -0 O 47-0-0 7-7-8 6-8-2 0- 0 8-4-12 0 3-6­0 6-SE 6-5-6 0.7 6-0-0 _ OE-0 Plate Offsets(X.Y)f7:0-3-0,0-2-41.F8:0-3-0.0-2-41.F15:0-6-8 0-4-121j19:0-5-4 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCI_L 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.26 18-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) 0.24 18-19 >999 180 BCI_L 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) -0.05 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 308 lb FT = 20% LUIV 13ER- TOP CHORD 2r4 SP No.2 BOT CHORD 2r6 SP No.2 WEBS 2r4 SP No.3 BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (1)/size) 2=407/0-3-8, 19=1770/0-7-4, 15=1514/0-7-4 Nax Horz 2=189(LC 12) Nax Uplift 2=-194(LC 12), 19=1059(LC 8). 15=1200(LC 9) Nax Grav 2=462(LC 23), 19=1770(LC 1), 15=1514(LC 1) FORCES. (lb) - Nax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-575/111, 3-5=797/663, 5-6=-649/634, 6-7=-413/1506, 7-8=-340/1454, 3-9=-705/2238, 9-10=-591/P257, 10-12=-681/2212, 12-13=-1591/916 BOT CHORD 2-20=-113/720, 19-20=113/720, 18-19=-189/297, 17-18=-550/439, 16-17=-1443/679, 15-16=883/1918, 13-15=-785/1672 WEBS 3-20=0/324, 3-19=731/430, 5-19=-311/383, 6-19=-1 158/2296,6-18=-1260/536, 3-17=-221/476, 9-16=-266/130, 10-16=-256/270, 12-16=-3153/1446, 12-15=-1178/2230, 1-18=-480/106, 8-18=-391/612, 8-17=-1389/488 Structural wood sheathing directly applied or 4-4-4 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 7-10-10 oc bracing: 17-18 5-7-5 oc bracing: 16-17. 1 Row at midpt 6-19, 6-18, 12-16, 8-17 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.1£l; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 23-0-0, Exterior(2) 23-0-0 to 24-0-0, Interior(1) 32-5.13 to 49-0-0 zone; cantilever right exposed ; end vertical left and right exposed; porch right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeciullte drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 5)' This truss ha: been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide rnecha lical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 2, 1059 lb uplift at joint 19 and 1200 lb uplift at joint 15. 7) "This nlanufactired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ♦♦♦,, \PII e�'•�•� C E N SF•� i No 58126 /� N A � E�C� �♦ 11111 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 A WARNING - Verif f design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Befo ,e use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required to, stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283935 13351474 BGR Roof Special Girder 1 q J Job Reference (optional) Builders FirstSoune, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:22 2018 Page 1 I D:FCgcsxyYvK4ngifUNOxzD1 zjZxE-gcGnZYcOftu3BWh 1 ypXLHOEsX7b01CiNSZ1 mb_zjGoR _ 45-10 8-3-8 13 6-0 18-8 8 20-8 8 23-8-8 27 0-0 4-5-10 3-9-14 5-2-8 5-2-8 2-0-0 3-0-0 3-31 7x10 5x8 = 5.00 12 3 4 5 10x12 = 9ve II a�a = 2x4 I I Special 6x8 = 6x12 MT20HS = 6x8 = HTU26 HTU26 1.5:ceSTo = HTU26 HTU26HTU26 Scale = 1:49.4 6x8 = 2x4 11 8xl2 = 1.5x8 STP = HTU26 HTU26 HTU26 HTU26 4x10 MT20HS II �A N 45-10 8-3-8 13-0-0 18 8-8 20-8-8 23-8-8 2N 0 4-5-10 3-9-14 5-2 8 5-2-8 2-0-0 3.0-0 3-3 8 Plate Offsets (X,Y)— 11:0-4-5,0-2-01.13:0-8-0.0-3-41.15:0-5-8.0-3-41.19:Edge.0-3-81 f12:0-3-8,0-4-41 113:0-4-0 0-4-01.115:0-4-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 13-15 >983 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.51 13-15 >624 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 547lb FT=20% LUMBER. BRACING - TOP CHORE) 2r6 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2):6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2)A SP No.3 *Except* 8-10: 2x4 SP No.1 REACTIONS. (I )/size) 1=8112/0-8-0, 9=9996/0-8-0 IVax Horz 1=146(LC 26) Max Uplift 1=-3626(LC 5), 9=-4137(LC 5) FORCES. (lb) - Vlax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE) 1-2=-19245/8657, 2-3=19482/8783, 3-4=-21268/9283, 4-5=-21268/9282, 5-6=19695/8282, 6-7=-11747/4840, 7-8=-11747/4841, 8-9=-9400/3916 BO'T CHORD I-16=-8028/17568, 15-16=-8028/17568, 13-15=-8086/17824, 12-13=-7819/18513, 11-12=-8182/19529,10-11=-8191/19565 WEBS 2-15=-454/712, 3-15=-2412/4879, 3-13=-1453/4197, 4-13=-243/286, 5-13=-1773/3364, 5-12=-1933/5171, 6-12=-1911/722, 6-11 =-1 751612, 6-1 0=1 0160/4284, 8-10=-6135/14805 NOTES- (13) �p J• �%% �I�, 1) ;I -ply truss to b,a connected together with 10d (0.131"x3") nails as follows: Top chords cor netted as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 -- 2 rows staggered at 0-9-0 oc. ,��� �� ��� '' ....... V E !. �'9 0�i Q '�\ S'�•.• /tj i� Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. :� Webs connecte d as follows: 2x4 - 1 row at 0-9-0 oc. No 58126 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to�• ply connection! have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. �41J 4) Wnd: A.SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MVJFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �3•�• OF �0 5) Provide aclecju:Ite drainage to prevent water pending. ��` 6) All plates are IV T20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OR % V •.•� ♦ %� �j is •........ ``� ' �',,,�, �4fI1S�0 8) desitomgneda livethe bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide II iiit truss he. - between been other load herd for o members. N A` .n 9) Provide mechalical connection (by others) of truss to bearing plate capable of withstanding 3626 lb uplift at joint 1 and 4137 lb uplift Philip J. O'Regan PE No.58126 at joint 9. 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 starting at 9-C-12 from the left end to 25-0-12 to connect truss(es) to back face of bottom chord. Oats: 11) Fill all nail holes where hanger is in contact with lumber. February 2�,2� 18 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3088 lb down and 1621 lb up at ry ,&,W'r DD n '%'P MP-Mff i design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. rr Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss systerr. Befo 'e use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required to- stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 36610 Job Truss Truss Type Qty Ply T13283935 13351474 BGR Roof Special Girder 1 3 Jab Reference (optional) Builders FirstSourre, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 2010:29:22 2018 Page 2 ID:FCgcsxyYvK4ngIfUNOI(zD 1zjZxE-gcGnZYcOftu3B Wh 1 ypXLHOEsX7b01CiNSZ1 mb_zjGoR 13) 'This manufe tured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building d esigner per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.3=-54, 3-5=-54, 5-6=-54, 6-8=-54, 1-9=-20 Concentrated Loads (lb) Vert: 14=-1451(B)11=-1451(B)17=-3088(B)18=-1451(B)19=1451(B)20=-1451(B)21=-1451(B)22=-1451(B)23=-1451(B)24=-1451(B) ®WARNING Veril I design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. r.� Dosign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not Mt Iruss systerr. Befo•e use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bra zing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required fo- stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Stdety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283936 133EI474 BH7 Hip Girder 1 1 Job Reference (optional) Builders FirstSour(z, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:24 2018 Page 1 I D:FCgcsxyYvK4ngifUNOxzD1 zjZxE-m_OY_DdfBV8nRprP3EZpNRJCRxArD8?gvtvvtgszjGoP 3-9-14 7-0-0 11-4-9 15-7-7 20-0-0 , 23-2-2 27-0-0 , 29-0-0 2-0•D 3-9-14 3-2-2 4-4-9 4-2-13 4-4-9 3-2-2 3-9-14 2-0-0 NAILED NAILED NAILED 5x8 = 2x4 I NAILED NAILED 5.nn F12 4 18 519 20 21 NAILED NAILED 3x8 = NAILED 4x6 622 23 7 Scale=1:50.5 - iaxaair— <v -- w ao a — ,.. —I — 3,:8 = 2x4 II 3x4 = NAILED NAILED 4xl0MT20HS = 2x4 II NAILED 3x8 = 2x4 I 3x8 = Special 5x8 = NAILED NAILED NAILED Special 3-9-14 7-0-0 11-4-9 15-7-7 20-0-0 23I2-2 27-0-0 3-9-14 3-2-2 4.4-9 4-2-13 4-4-9 3-2-2 3-9-14 Plate Offsets (X Y)— [2:0-4-2 0-1-81 [4:0-5-12 0-2-81 f9:0-4-2 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.36 13-15 >883 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.53 13-15 >597 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 140lb FT=20% LUMBER- BRACING - TOP CHORD 2)A SP No.2 TOP'CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BO'T CHOP.E) 2)A SP No.1 BOT CHORD Rigid ceiling directly applied or 4-1-10 oc bracing. WEBS 2)A SP No.3 REACTIONS. (Wsize) 2=2020/0-8-0, 9=2020/0-8-0 Max Horz 2=68(LC 27) Nax Uplift 2=-1028(LC 4), 9=-1028(LC 5) FORCES. (lb) --Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4055/1982, 3-4=-4027/2054, 4-5=-4739/2452, 5-6=-4739/2452, 6-7=-3757/1943, 7-8=-4026/2051, 8-9=-4056/1982 BO'T CHORD 1-17=-1750/3628, 16-17=-1750/3628, 15-16=-1780/3724, 13-15=-2326/4745, 12-13=-2326/4745,11-12=-1735/3628,9-11=-173513628 WEBS 3-16=-215/256, 4-16=-176/523, 4-15=-646/1275, 5-15=-485/422, 6-13=0/370, 3-12=-1255/640, 7-12=-506/1178, 8-12=-215/259 NOTES- (11) dered for this design.,t%IIIIII�IIII.. 2) WindIanced roof live loads have been ASCE 7'10; Vult=160mph (3 secondlgust) Vasd=1 4mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., ,�'R� ��I� °� '• �j % \� GC *0.18; MVJFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provid s aclequ:tte drainage to prevent water ponding. ,••O Q S'�'•° /�j i♦, 4) All plates :are N T20 plates unless otherwise indicated. `,�� �.'�\ � No 58126 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide * �• will fit between the bottom chord and any other members. 7) Provide mechaiical connection (by others) of truss to bearing plate capable of withstanding 1028 lb uplift at joint 2 and 1028 lb uplift = .� at joint 9, 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. y ♦�O '• OF. ' 9) Hanger(s) device(s) be to load(s) 377 lb down 219 lb �4J 00 °�1 or otner connection shall provided sufficient support concentrated and up at �' •�` Q. ; �� 7=0-0, and 377 Ib down and 219 lb up at 19-11 4 on bottom chord. The design/selection of such connection device(s) is the responsibility o' others.sS ��,� •° 0 R �\,�� n te LOAD section, loads apied to the face of the trss are noted )of ���. ��N A� Eo�� "This 'ttu as an individual bui dingucomponent,ASES) manu a1) 101) ed(product is designed The suitability and use)this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Philip J. O'Regan PE.No.58126 LOAD CASE(S) Standard MITek USA, Inc. FL Cent 66M 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 4-7=-54, 7-10=-54, 2-9=-20 February 20,2018 ,&UPff�nnl1E�r�{p r1 Qt r.r IM -Ri Hr i design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101031205 BEFORE USE. Design valid for use )nly wah MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a Iwas system. Befo "e use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• II always required fo- stability and to prevent collapse with possible personal injury and properlydamage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inronnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type QtyPly T13283936 [Job747, �131-17 Hip Girder 1 1 Job Reference o tional Builders FirstSoun:e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:24 2018 Page 2 I D:FCgcsxyYvK4ngifUNOxzD1 zjZxE-m_OY_DdfBV8nRprP3EZpNRJCRxArD8?gvtWtgszjGoP LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-98(F) t=98(F) 14=-50(F) 16=-377(F) 12=-377(F) 18=-98(F) 19=-98(F) 20=-98(F) 21=-98(F) 22=-98(F) 23=-98(F) 24=-50(F) 25=-50(F) 26=-50(F) 27=-50(F) 213=..5()(F) ®WARNING • Voril ( design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 10/03/2015 BEFORE USE. Design valid for use )nly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a 1.russ system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPN 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 36610 Job Truss Truss Type Qty Ply T13283937 133f1474 C Common 1 1 Job Reference(optional) Builders Hr6tSOWna, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:25 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzD 1 zjZxE-EBywCZeHyoGe2zQcdx42vfrSbKe5yjSp8XGQClzjGoO _ 6-8-0 134-0 15-4-0 I 6-8-0 6-8-0 2-0-0 Scale = 1:25.6 4x6 = 7 2 3xi 1.5x8 !3TP 13-4 ^0 3x8 = I� LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017/TPI2014 CSI. TC 0.62 BC 0.45 WB 0.11 Matrix-SH DEFL. in Vert(LL) 0.08 Vert(CT) -0.10 Horz(CT) 0.01 (loc) I/deft L/d 1-5 >999 240 1-5 >999 180 3 n/a n/a PLATES GRIP MT20 2441190 Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 21:4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 cc purlins. BOT CHORD 21:4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-2 cc bracing. WEBS 2):4 SP No.3 REACTIONS. (I)/size) 1=457/0-8-0, 3=60610-8-0 Nax Horz 1=-82(LC 13) Max Uplift 1=-184(LC 12), 3=-270(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-706/625, 2-3=-711/625 BO'T CHORD 1-5=-404/584, 3-5=404/584 WEBS 2-5=-39/295 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MV✓FRS (envelope) and C-C Exterior(2) 0-4-0 to 6-4-0, Interior(1) 6-4-0 to 6-8-0, Exterior(2) 6-8-0 to 12-8-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,% • \\ • •" • • • �j 4) This truss ha: 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. �� �. •' `�� Q�: �\ C' E IV 5) Provide iiechaiical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint land 270 lb uplift at No 58126 joint 3. 6) "This manufaet /red product is designed as an individual building component. The suitability and use of this component for any * ! •; particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." VIF 00 : S i:�� 11111111110, Phlllp J. O'Regan PE No.58126 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 AWARNING • Voril / design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. Dasign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �rr�' a Iruss system. Befo ,e use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required to: stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Ssdety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Tmss Truss Type Qty Ply T13283938 133A74 CGR Roof Special Girder 1 n G Job Reference (optional) Builders FirstSoun e, Plant City, FL 33566 3-5-8 3-5-8 1 3xi = 9 8x8 II 1.5x8 STP = Specia 2x4 II 8x10 = 3-5-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 7.0 Lumber DOL 1.25 BC 0.59 BCLL 0.0 Rep Stress Incr NO WB 0.79 BCDL 10.0 Code FBC2017/TP12014 Matrix-SH HHUS26-2 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:26 2018.Page 1 ID:FCgcsxyYvK4ngifUNOxzD1 zjZxE-jN WI Pvfvj6OVg7?oBfbHSsOiekx2h_9zMB?zklzjGoN 2-10-10 5x8 = 2x4 3-6-6 Scale = 1:23.2 1.5x8 STP = 3x4 = DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.06 7-8 >999 240 MT20 244/190 Vert(CT) -0.09 7-8 >999 180 Horz(CT) 0.02 5 n/a n/a LUMBER:- BRACING - TOP CHORE) 2):4 SP No.2 TOP CHORD BO'T CHORD 2):6 SP No.2 WEBS 2)A SP No.3 BOT CHORD REACTIONS. (I)/size) 9=375910-8-0,5=1761/0-8-0 M ax Horz 9=-154(LC 6) Max Uplift 9=-1718(LC 4), 5=-824(LC 9) FORCES. (lb) - vlax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE) 1-9=-2675/1294, 1-2=-3293/1593, 2-3=-3293/1593, 3-4=-4010/1941, 4-5=-3840/1790 BOT CHORE) 7-8=-1761/3776, 6-7=-1595/3473, 5-6=-1595/3473 WEBS 1-8=-1970/4130, 3-8=-608/378, 3-7=-860/1714, 4-7=-299/370 Weight: 159 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) '. ply truss to b: connected together with 10d (0.131"x3") nails as follows: Top chords cur netted as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 cc. Webs connecte d as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are ccnsidered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCp1=0.18; MVJFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss he, 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 mecha kcal connection (by others) of truss to bearing plate capable of withstanding 1718 lb uplift at joint 9 and 824 lb uplift at joint 5. 8) Use Simpson strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent at 2-3-4 from the left end to connect truss(es) to back face of bottom chord. 9) Use Simpson E trong-Tie LUS26 (4-1 Od Girder, 3-10d Truss, Single Ply Girder) or equivalent at 4-3-4 from the left end to connect truss(es) to bark face of bottom chord. 10) Use Simpson Strong -Tie HHUS26-2 (14-10d Girder, 4-1 Od Truss) or equivalent at 6-2-8 from the left end to connect truss(es) to back face of t,ottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or ether connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 291 lb up at 0-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) "This manufa,:tured product is designed as an individual building component. The suitability and use of this component for any particular bulking is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." I$ ,`%J11111111111 ,%%%` �P J. O'7�� � .i i • •. No 58126 �'� • O OF . 40 I111110 Philip J. O'Regan PE No.58126 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 ff�nn ��p¢f( A&U IMP -' opV srf! i 2design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ��' Design valid for use )nly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Iruss systerr. Befo v use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required to, stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSI1TP11 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 36610 Truss Truss Type QPlyT13283938 r13'39474 CGR Roof Special Girder 1 Job Reference (optional) Builders FirstSoun e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:26 2018 Page 2 I D:FCgcsxyYvK4ngIfUNOxzD1 zjZxE-jN WI PvNj6OVg7?oBfbHSsOiekx2h_9zMB?zklzjGoN LOAD CASE(S) Standard 1) Dead + Roof Life (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-5=-54, 5-9=-20 Concentrated Loads (lb) Vert: 9=-715(B) 10=-1332(B) 11=822(B) 12=1699(121) AWARNING - Voril / design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/07/2015 BEFORE USE. Dusign valid for use miy with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a I russ system. Belo 'e use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bra zing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required fo. stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sudety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T13283939 133F)474 CH5 Hip Girder 1 1 Job Reference (optional) Builders FirstSoune, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:26 2018 Page 1 ID:FCgcsxyYvK4ngifUNOi¢D 1 zjZxE-jNWIPvfvj6OVg7?oBfbHSsOh9kzjh8RzMB?zklzjGoN 5-0-0 8-4-0 13-4-0 /15-4-0 5-0-0 34-0 5-M 2-0-0 Scale = 1:25.5 NAILED 4x6 = MFMFr— NAILED NAILED 4x6 1.5x8 STP = Special Special 3x4 = F 5-0-0 8-4-0 13-4.0 5-0-0 3.4-0 5-0-0 Plate OffsetsX Y)-- j,1:0-1-14.Edge1. 14:0-2-0 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Men Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.07 1-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.10 1-7 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 50 lb FT = 20% LUIVIBER- BRACING - TOP CHORD 2)A SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins. BO'T CHORD 2)A SP No.2 BOT CHORD Rigid ceiling directly applied or 7-8-9 oc bracing. WEBS 2)A SP No.3 REACTIONS. (I )/size) 1=710/0-8-0, 4=860/0-8-0 Max Horz 1=-70(LC 13) Nax Uplift 1=-352(LC 8), 4=-459(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1373/675, 2-3=-1222/649, 3-4=-1378/680 BO'T CHORD 1-7=-563/1203, 6-7=-566/1222, 4-6=-560/1202 WEBS 2-7=-71/334, 3-6=-79/336 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) 1Mnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCp1=0.18; MV/FRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ���/ 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. ���� ���j 5)' This truss hae been designed for a live load of 20.Opsf the bottom in 3-6-0 by %%�` • • • •' �� �0 on chord all areas where a rectangle tall 2-0-0 wide ���� )\�`. ••' E N S�.; 92 will fit between the bottom chord and any other members. 6) Provide mecha 11cal connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 1 and 459 lb uplift at • joint 4. : No 58126 • 7) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 183 lb down and 109 lb up at ;-0-0, 183 lb down 109 lb 8-3-4 bottom The and and up at on chord. design/selection of such connection device(s) is the responsibility a, others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). F 'This , 0 •pit` 10) maanufa,.tured product is designed as an individual building component. The suitability and use of this component for any building is the the building designer particular responsibility of per ANSI TPI 1 as referenced by the building code." ice, s .,. Q R ILOA�,.• �\,��� ) Standard 1) Dead ad +RooffLi ee (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Phlllp J. O'Regan PE No.58126 Vert: 2-3=-54, 3-5=-54, 1-4=-20 MIT* USA, Inc. FL Cert 6634, Concentrated Loads (lb) Loads Vert: 2=-38(F) 3=38(F) 7=-183(F) 6=183(F) 8=-38(F) 9=26(F) 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 ,& WARNING - Vorit r des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use mly with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss systerr. Befo 'e use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bra zing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required fog stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Slifety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13283940 13311474 CJ1 Comer Jack 12 1 Jab Reference (optional) Builders FirstSoun:e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:27 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzD1zjZxE-BZ4gcFgXUQWMIHa_IM6W 4xgR8QeQdh6bdXHBzjGoM -2-0-0 1-0-0 2-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 TCI-L 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDDL 10.0 Code FBC2017lrP12014 LUMBER - TOP CHORD 2r4 SP No.2 BO'T CHORD 2)4 SP No.3 REACTIONS. (I)/size) 3=-91 /Mechanical, 2=271 /0-8-0 Nax Horz 2=64(LC 8) Wax Uplift 3=-91(LC 1), 2=251(LC 8) Nax Grav 3=126(LC 8), 2=271(LC 1) Scale = 1:8.2 1� CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.47 Vert(LL) -0.02 4 >733 240 MT20 244/190 BC 0.06 Vert(CT) -0.01 4 >781 180 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix-P Weight: 7 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Nax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1)1Mnd: ASC:E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MVJFRS (envelope) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reaictions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tniss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss he., been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechalical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 3 and 251 lb uplift at joint 2. 6) "This manufact ired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ,�111111111/1j, No 58126 '. F .' ICI At- 11111 Phlllp J. O'Regan PE No.58126 MR USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2018 rr WARNING - VerH / design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a Iruss system. Befo•a use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bra:ing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required fo- stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-69 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 36610 Job Truss Truss Type Qty Ply T13283941 1335)474 CM Comer Jack 11 1 Job Reference (optional) Builders FirstSoune, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:28 2018 Page 1 ID:FCgcsxyYvK4ngIfUNOxzD 1 zjZxE-fine2gbg9FjfDvR9Bl4elXHTz1Ylc94xGgVtl4pdzjGoL 2-0-0 3-0-0 Scale = 1:12.4 3-0-0 —i 3-0-0 Plate Offsets (X. f2:0-1-14.Edgel 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 0.59 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 180 BCI-L 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2r4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BO'T CHORD 2)A SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I/size) 3=14/Mechanical, 2=279/0-8-0, 4=26/Mechanical Nax Horz 2=93(LC 12) Nax Uplift 3=-31(LC 12), 2=-198(LC 8) Nax Grav 3=17(LC 22), 2=279(LC 1), 4=52(LC 3) FORCES. (lb) - flax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & PAWFRS for resections shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss ha: been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mecha iical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 3 and 198 lb uplift at ...... �1 joint 2. 6) "This manufact Bred product is designed as an individual building component. The suitability and use of this component for any �� ��, • • • ,i .• • CENS'' ,�� Q � �\ "'`9.• /fj i� particular Building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." No 58126 •• S •• �v�; ISO 0. ,� N A nn1 Phlllp J. O'Regan PE.No.58126 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 WARNING • Vorl1 / design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use )nly wfth MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��• a buss system. Befo e use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bra zing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required W stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. stdety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type QtyPly474 r1339 T13283942 CJ3C Comer Jack 1 1 Jab Reference o tional Builders FlrstSOtife e, Plant City, FL 33566 2x4 = 3-0-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:28 2018 Page 1 ID:FCgcsxyYvK4ngIfUNOxzD1 zj7xE-fine2gbg9FjfDvR9B14elXHT4mYlc94xGgVU4pdzjGoL Scale = 1:10.8 11.5x8 STP = 3-0-0 Plate Offsets XY)— 11:0-1-14.0-0-10j 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 0.18 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDDL 10.0 Code FBC2017JTP12014 Matrix-P Weight: 9 lb FT = 20% LUMBER:- BRACING - TOP CHORE) 21:4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 21:4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lo/size) 1=96/0-8-0, 2=70/Mechanical, 3=26/Mechanical IVaxHorz 1=62(LC12) Nax Uplift 1=-31(LC 12), 2=-68(LC 12) Max Grav 1=96(LC 1), 2=70(LC 1), 3=52(LC 3) FORCES. (lb) - Oax. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) 1Mnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp*J.18; PAVJFRS (envelope) and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & PAWFRS for rwictions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has heen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss hat been designed for a jive 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. `,,�� I,' 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 68 Ib uplift at �� , /o ��I� • ��i joint 2. 6) "This manufact fired product is designed as an individual building component. The suitability and use of this component for any • �, E N �'9 ,�� 4R. ; •�\ S�•.• particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." No 58126 .0 fo.���,� p.`���� O R 10 ALS000 Philip J. O'Regan PE No.58126 MTTek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 WARNING • Varil / design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111.7473 rev. 10/03/20iS BEFORE USE. • Design valid for use mly with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss systerr. Befo'e use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bra zing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek• is always required to, stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 36610 Job Truss Truss Type City Ply T13283943 133t1474 CJ5 Comer Jack 8 1 Job Reference (optional) Builders FirstSoun e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:29 2018 Page 1 ID:FCgcsxyYVK4ngifUNOxzDlzjZxE-7yCR1xhn01n4XbjNsn9_4V082y2yuXBP39EeL4zjGoK -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:16.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCI_L 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 19 lb FT = 20% LUINBER- BRACING - TOP CHORD 2):4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BO'T CHORD 2r4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (1)/size) 3=92/Mechanical, 2=328/0-8-0, 4=46/Mechanical Nax Harz 2=135(LC 12) N ax Uplift 3=-97(LC 12), 2=-187(LC 8) Nax Grav 3=92(LC 1), 2=328(LC 1), 4=92(LC 3) FORCES. (lb) - vlax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11: Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 4-11-4 zone; end vertical left and right exposed;C: C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit hetween the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechalical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 3 and 187 lb uplift at joint 2. 6) 'This manufactired product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." --'GENS'�C'9y�i No 58126 0. S FZ. /ON A\- E �%%%`• Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 WARNING - Vorit / desfgn paremerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. rr • Design valid for use mly with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not at russ system. Berne use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Brazing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek I s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T73283944 133t1474 EJ5 Jack -Open 3 1 --- Job Reference o tional Builders I-irstSoune, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:30 2018 Page 1 ID:FCgcsxyYvK4ngIfUNOxzD 1 zjZxE-b8lpFHiQnLvx9klZQVgDciZJnLNBd_RYHpzBtWzjGoJ -2-0-0 5-0-0 2-0-0 5-0-0 N Scale=1:16.4 5-0-0 5-0-0 Plate Offsets (X Y)— 12:0-1-14.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Men L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.03 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017JTPI2014 Matrix-P Weight: 19 lb FT = 20% LUIVIBER- BRACING - TOP CHORD 2r4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BO'T CHORD 2r4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I)/size) 3=92/Mechanical, 2=32810-8-0, 4=46/Mechanical Nax Horz 2=135(LC 12) N ax Uplift 3=97(LC 12), 2=-187(LC 8) Nax Grav 3=92(LC 1). 2=328(LC 1), 4=92(LC 3) FORCES. (lb) - Nax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 4-11-4 zone; end vertical left and right e:xposed;C:-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss ha; been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide truss to bearing 97 lb 3 187 lb mechanical connection (by others) of plate capable of withstanding uplift at joint and uplift at point 2. ,%� �� \�. •.••......• �i E N 6) "This manufactued product is designed as an individual building component. The suitability and use of this component for any ��� Q�••��C' Sic•. particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." : .• =i No 58126 ST F 44 nun Phlllp J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2018 ® WARNING Verit / design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7413 rev. 10/03/2015 BEFORE USE. Design valid for use mly with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not Mt - a truss syslerr. Befo'e use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building dasigll. Bra zing Indicated Is to prevent buckling ofindividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required to, stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, ielivery, erection and bracing of trusses and truss systems, see ANStITPl1 Quality criteria, DSB-89 and SCSI Building component TempaaFL 36610East 1vd Stltety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T13283945 133t1474 EJ7 Jack -Open 44 1 Job Reference (optional) Builders FirstSourr e, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:30 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzD 1zjZxE-b81pFHiQnLvx9kIZQVgDciZGOLK?d_RYHpzBtWzjGoJ 2-0-0 7-0-0 2-0-0 7-M 05 A 1.5x8 STP = Scale=1:20.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.81 BC 0.46 WI3 0.00 Matrix-SH DEFL. in (loc) Men Lid Vert(LL) 0.10 2-4 >793 240 Vert(CT) -0.18 24 >451 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2)A SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2r4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I )/size) 3=152/Mechanical, 2=393/0-8-0, 4=70/Mechanical N ax Horz 2=176(LC 12) Nax Uplift 3=-136(LC 12), 2=-192(LC 8) Nax Grav 3=152(LC 1), 2=393(LC 1), 4=119(LC 3) FORCES. (lb) - Nax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope) and C-C Exterior(2) -2-0-0 to 4-0-0, Interior(1) 4-0-0 to 6-11-4 zone; end vertical left and right E:xposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss ha;. been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing capable of withstanding 136 lb 3 192 lb plate uplift at joint and uplift at joint 2. �� \V ......... • 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any Q ' IV particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." :�� : No 58126 • r • F •:�4U AL fi11111111I Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 AWARNING - Varif 1 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use mlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not `• a truss system, Beto -e use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Additional temporary and bracing ek• !-ramp'a'.F:L building deelgn. Bra zing indicated Is to prevent buckling of Individual buss web and/or chord members only. permanent is always required fo, stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the arke East Blvd. fabrication, storage, felivery, erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, OSB-99 and Bcsl Building component Truss Plate Institute, 2%N. Lee Street, Suite 312, Alexandria, VA22314, 36610 Sntety Information available from Job Truss Truss Type Qty Ply T13283946 [Job 133r1474 HJ5 Diagonal Hip Girder 2 1 Reference (optional) Builders I--irstSour(e, Plant City, FL 33566 2-9-15 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 20 10:29:31 2018 Page 1 I D:FCgcsxyYvK4ngifUNOxzD1 zjZxE-3LJBSdj2Yel omutm_CBS9w5TslhcMRhi WrjkQyzjGol 7-0-2 7-0-2 Scale=1:18.3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) UdeFl L/d PLATES GRIP %_L 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.09 2-4 >914 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.14 2-4 >563 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 21:4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BO'T CHORD 2r4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (1')/size) 3=135/Mechanical, 2=380/0-10-15, 4=54/Mechanical Nax Horz 2=161(LC 4) Nax Uplift 3=-110(LC 8), 2=-238(LC 4) Nax Grav 3=135(LC 1), 2=380(LC 1), 4=111(LC 3) FORCES. (lb) - %lax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (8) 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss hm been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 3 and 238 lb uplift at joint 2. 6) "NAILED" indicates 3-1 Ed (E.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. •• �'9 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 'This x•� p E N -0 S'�•.� 8) manufactured product is designed as an individual building component. The suitability and use of this component for any ♦♦♦ Q ••'�� particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." �' % No 58126 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) �♦ Vert: 1-3=54, 2-4=-20 Concentrated Loads (lb) � F � � � Vert: 5=92(F=46, B=46) � i�� ••• A'< � R t � Q' � ���♦♦ �%% Phlllp J. O'Regan PE No.58126 MITek USA, Inc. FL Gert 6634 ' 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 ® WARNING -11.4t r design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Dusign velid for use )nly with MlTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not ` a Truss system.. Befo *e use, the building designer muslveflly the ePP%1b%1q of design parameters and property incorporate this design into the overall lo Dullding �®81�It. %g,,.Jtg9 Adltat®d lSto pteyant bUokling of lndiAdual truss web andlor chord members only. Additional temporary and permanent bracing MiTek Is always required to' Stability and to prevent collapse whh possible personal injury and property damage. For general guidance regarding the onent ggp4 parka East Blvd. tabtication, atarago, leljvety, %tacllon and bracing of trusses and truss systems, See ANSIITPli Quality Criteria, DSB-69 and SCSI Building CompTampa. FL 3e610 8biGtylllt©tmbtion available 1t0MTtu5splate Institute, 21e N. Lee Street, Suite 312, Alexandda,\IP,22314, Job s Truss Type Qty Ply 7H'Ju7s T13283947 133 M74 Diagonal Hip Girder 4 1 Job Reference (optional) Builders F'IrstSourve, Plant City, FL 33566 8.130 s Sep 15 2017 MiTek Industries, Inc. Tue Feb 2010:29:32 2018 Page 1 ID:FCgcsxyYvK4ngifUNOxzD 1 zjZxE-XXtZgyjgJy9eO2SyXwihh7eec9_O5sOd7SlyOzjGOH F-2-9-15 5-2-9 9-10-1 2-9-15 5-2-9 4-7-8 Scale = 1:23.1 LOADING (psf) TCLL 20.0 TCI7L 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.70 BC 0.62 WB 0.19 Matrix-SH DEFL. in Vert(LL) 0.06 Vert(CT) -0.12 Horz(CT) 0.01 (loc) I/defl Lid 6-7 >999 240 6-7 >962 180 5 n/a n/a PLATES GRIP MT20 244/190 - Weight: 42 lb FT = 20% LUIVIBER- BRACING - TOP CHORE) 2)A SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BO'T CHORD 2)A SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2):4 SP No.3 REACTIONS. (I)/size) 4=120/Mechanical, 2=487/0-10-15, 5=238/Mechanical M ax Horz 2=202(LC 4) M ax Uplift 4=-119(LC 4), 2=-282(LC 4), 5=89(LC 8) Nax Grav 4=120(LC 1), 2=487(LC 1), 5=256(LC 3) FORCES. (lb) - vlax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE) 2-3=-606/205 BO'T CHORD .2-7=-287/545, 6-7-287/545 WEBS 3-7=0/302, 3-6=-591/311 NOTES- (8) 1) tMnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MVVFRS (envelope); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss hat. 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 ,,�� J O, Q R wide • • ��'9 ���� vvill fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. ��`�`��\' • G E IV ��� Q •%�\ S�'•• �fi �� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 4, 282 lb upliftat i No 58126 joint 2 and 89 III uplift at joint 5. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. r * �• •� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). "This 8) manufact fired product is designed as an individual building component. The suitability and use of this component for any • 1 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." � � •� O F • LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 iOi(�' •�` Q` • `]�� �i� Q R �•'• \ �� ����S��N Uniform Loads Vert; 1(4 �54, 2-5=-20 A� E% Concentrated Loads (lb) Vert: 8=92(F=46, B=46) 10=-32(1`=16, 13=16) 13=-36(F=-18, B=-18) Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2018 A WARNING - Verit t design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Dusign valid for use mly with MiTek® connectors, This design is based only upon parametets shown, and is lot an individual building component, not a lints% %IMIT, M10't aae,lh®huA01 d®9`ltiv md!t 11\4 the applltabEty Of design parameter and property incorporate this design into the overall MiTek• btiil6lttdJ%J%JJ i�►a:inglndlfatedl%(OpteVeMbUCk11ng011nd1VIdU8lVussWebandlotchordmembersonly. Add%ionaltemporaryandpermanent�racing i%a1�4ay8 taqulted IQ'statdlfly and to ptevenl collapse With possible personal injury and property damage. For general guidance regarding the Criteria, DSB-89 and BCSI Building Component Tamp Parke East Blvd. rk Easto iabticatimn, storage, felivery, BteCllon and bracing of trusses and truss systems, see ANSIITPl1 Quality 218 N. Lee Street, Su%e 312, Alexandria, VA 22314. Tampa, Sldt ty Int'ormalion available from Truss plate institute, Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. O _i7B c1-2 2. Truss bracing must be designed by an engineer. For T 4 Q O m sy'q p� = U ' 2C6-7 wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never s�°� stack materials on inadequately braced trusses. For 4 x 2 orientation, locate � p 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and c7-a c5-6 F BOTTOM CHORDS plates 0- 'lid' from outside all other interested parties. 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 ANSIfTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from " Plate location details available in MiTek 20120 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 ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the in all respects, equal to or better than that specified. by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at ft. spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. ®� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal I I 19. Review all portions of this design (front, back, words PlatePlate Connected 1�',,, d T-..__ Cons._., i �.unucucu vvuuu � ivao �.unau uuuvi�. � and pictures) before use. Reviewinq pictures alone DCR-89: Desinn Standard f r ra in om...._. �...o. B...c...g. BCSI: Building Component Safety Information, Guide to f�nnrl Praytiro fnr Nanrliinn I MiTek is not sufficient. 20. Design assumes manufacture in accordance with AN$IrrPl 1 01 ality Criteria_ Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015