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Lumber design vdluer are it accordance with ANSI/TPI 1 section 6.3 These truss designs- rely on lumber values established by others. BOANNS Do MiTekeS�s RE: M11392 -THE WINDSOR MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tam L 33610-4115 oor> Customer Info: Wynne Dev Corp Project Name: M11392 Model: 71 Carlton 3 BedrRear Porch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of t'he Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name Date , 1 IT135696601A 3/22/18 12 1 T13569661 I Al 1 3/22/18 13 1 T13569662 1 A2 1 3/22/18,! 14 J T13569663 J A3 1 3/22/18 15 I T13569664 I A4 3/22/1,8 16 1 T13569665 1 A5 1 3/22/18 17 1 T13569666 1 ATA 1 3/22/i18 18 I T13569667 1 B 1 3/22/18 19 1 T13569668 1 BHA 1 3/22'/18 110 1 T13569669 1 GRA 1 3/22/18 1 11 I T13569670 I J 1 1 3/22/18 1 112 I T13569671 I J3 j 3/22/18 1 113 I T13569672 I J5 1 3/22/18 1 114 I T13569673 I J7 1 3%22/18 115 1 T1 3569674 1 KJ7 1 8/22/18 r 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. ' p Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design,per ANSI/TPI 1, Chapter 2. .��G. .4%E NSF•; L '�♦ ♦♦ No 2283'9 * Jf :* �Irz ��:STATE OF � :�� ♦ % ♦�i t�s • 4 O R % O • • C?N ii`S JONA� S 0' Walter P. Flnn PE No22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Finn, Walter 1 of 1 Job I Truss Truss Type oty Ply a T13569660 Ml 1392 A HIP 1 1 �THIEWINDSOR Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:05 2018 Page 1 ID_kfiGCA6bx7j2Sy1HDXFw7ye3KX-jR3gUsZbktWXUduXL4V56b8N7zH_LSgUaLgXZYzYoiC 10 )1.0.0� 6.10.14 9.0.0 14.11.0 __._—J � �-� —J^ 20- 13 � 26�0-0 28.1-2 35-0.0 J 3G•0§ y 2-� 1.2 G•10.14 G•11.0 5.3 13 5.9.3 2-7-21J 6-10.14 0., Scale = 1:60.5 4x8 = 4.00J12 2x3 11 xG = 4x4 = 4x8 = 2x3 i 2x3 4 26 5 6 7 27 8 9 3 25 28 d 44 \ 29 d 1e 1 2 \ \\ /� '10 di 1,6 o 6RI 6 17 ,16 15 14 13 12 3x4 — 3x4 = M — Gx8 = 3x4 = 3xG — 3x4 = 3x5 — 9.0-0 14.11.0 20.2.13 26-0-0 35.0-0 9-0-0 5-11.0 5-3- 3 5_9.3 9-0-0 Plate Offsets (X,Yj:�. [2:0-0-14,Ed-ge] [4:0-5-4,0-2-0],[8q0-5-4,0-2-0]r-[10:0-0-6,Edge] LOADING (pst) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(L-) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrix -MS Weight:161 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Horz 2=-97(LC 10) Max Uplift 2=-235(LC 12), 15= 1439(LC 12), 10=-799(LC 12) Max Grav 2=467(LC 17), 15=1596(LC 1). 10=685(LC 22) FORCES. (Ib) - Max. Comp./Max. Teri. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-396/0, 4-5— 967/776, 5-7=-967/776, 7-8=-454/938, 8-9- 9.10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971 WEBS 3-17=-372/461, 4-17— 272/451, 4-15=-1087/1002, 5-15=-336/386, 7-14=-7( 8-14= 580/997; 8-12=-968/447, 9.12=-358/600, 7-15=-1329/2190 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.( II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2-6-0, Inter 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; porch right exposed;C-C for members and forc 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 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas w will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstandinc 2=235, 15=1439, 10=799. CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. 009/1884, 174 f; h=15ft; B=70ft; L=35ft; eave=5fh Cat. (1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to & MW FRS for reactions shown; r live loads. a rectangle 3-6-0 tall by 2-0-0 wide 100 lb uplift at Joint(s) except Qt=lb) Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with Mliekm connectors. This design Is based only upon parameters shown, and is for an individual bul ding component, not a truss syslem. Before use, the building designer must verify the applicablilty of design parareters and properly Incotporale this design Into the overall tuildlrrg design. Bracing ladicated Is to prevent buckling of Individual truss web and/or chord members only. Addlilonol temporary and permanent tracing MiTek+ Is always required for stability and to rrevenl collapse wlih possible personal Injury and property damage. For general guidance regarding the fabiloatlom storage, delivery, erection and bracing of trusses and truss system% seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Role Institute, 218 N. Lee Street Suife 312, Alexandria, VA 22314. Tampa, FL 33610 T13669661 Job a Ml1392 Chamt Ai 4.00 rl2 20 u 1 2 o) 3x6 = FL SPECIAL 5x6 2x3 4 .3 1 I 1 I Job Reiere 8.130 s Mar 112018 Mi ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-8 19-8.14 24.0.0 _ 27.4.7 r 4.11.1 1 4.3.2 2x3 II 3x4 = 5x6 = 21 5 6 22 7 E -J.�Jr 11 7x8 MT18HS = '12 5xB MT18HS = 2.00 12 Thu Mar 22 09:13:06 2018 Pagel folKfpgX?NVK4xWep?056?zYOiB Scale = I :61.3 2x3 8 �n 23 Im 3x12 10-0-0 4.9-0 9-9.8 10-5-8 Plate Offsets(X,Y)__[2:0-0-2,Edpe]_[9-0-1-15,Edge]_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.75 11-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.21 11-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL '10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 155lb FT=20% LUMBER- BRACiNG- TOP CHORD 2x4 SP M 30 ITOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purtins. BOT CHORD 2x4 SP M 30 OT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=-3022/2080, 6.7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11_ 3442/5478 WEBS 3-13=-425/410, 4-13=-354/571, 4-12=-362/617, 5-12=-269/279, 6.12= 1034l712, 6-11=-373/892, 7-11=-B97/1523, 8-11=-404/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3. psf; I1=1511; B=70ft L=35ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2.6.0, Intel or(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing Surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=825, 9=825. Walter P. Finn PE No.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with M1100 conneclois. this design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and �roperly Incorporole this design Into the overall building design. Bracing Indicated is to proven] buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse wpersonal ilh possible persol Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliahle tram Inns Plate Institute, 218 14. Lee Street Sulie 312. Alexandria, VA 22,314.1 Tampa, FL 3361 a Job Truss Truss TyF M11392 IA2 I SPECIAL ambers I russ, Inc., Fort Pierce, FL 1 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:07 2018 Page 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-IpAbvYbrGUmFjx2vTVYZBOD116nrxpNMn2f9eeRzYQiA r 1-0- 8.6-0 13-0.0 14.9.0 _ 22.0.0 27.4.7 35.0.0 6.0• )10(� 060 I 460—�—I 190 i� 730 547 I 7.7-91-p•p4 5x6 = 3x4 = 5x8 = 4.00j12 4 21 5 22 6 2x3 3 , 20 d 3x4 --. 7x8 MTi 8f IS = 13 12 3x4 = 5x8 = 3x6 = 2.00 12 10-0.0 I 14.9.0 2 -0.0 24.6-8 , 10-0-0 4-9.0 7.3.0 2-6-8 Plate Offsets (X,v�__.[2:0-o-6,Edg2j,[s:o-4-0 o-e-3),-[8:0-1-15,Edpel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.72 10 >565 240 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.94 10.19 >447 180 BCLL 0.0 Rep Stress incr YES WB 0.86 Horz(CT) 0.34 8 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0.8-0 Scale = 1:61,3 2x3 7 23 v ""--- to 3x12 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160 lb FT = 20% CHORD Structural wood sheathing directly applied or 2-6-15 oc puffins. CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.. Max Harz 2=136(1.0 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5 2580/1800, 5-6=-3379/2225, 6-7=-5 42/3250, 7.8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12.13=-1403/241B, 11-12= 1552/2629, 10.11= 1990/3441 8-10=-3410/5485 WEBS 3-13=-420/418, 4-13=-427/688, 4-12=-337/551, 5-12=-777/605, 5-11=-465/925, 6-11=-391/277, 6-1 0=-1 318/2268, 7-10=-503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VLllt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70ft; L=3511; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, interi8r(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6o 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 8=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMII-7473 10/0.3/2015 rev- BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucking of Irclividual truss web and/or chord members 6niy. Additional temporary and permanent bracng for MOW always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regardingthe fatxicallon, storage- delivery, erection and bracing of trusses and muss systems. seeANSi/TPI I Quality Criteila, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollable ham Trucs Plate institute, 2181J. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 33610 1aty 1 T13569663 M11392 IA3 ISPECIAL Chambers Truss, Inc., Fort Pierce, FL 4.00 12 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:08 2018 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-70kz6ucT1 ou61-501 D3ok[mtrABCYrBwGJvBAtzYQf9 Sx6 = 45 = Scale - 1:62.3 14 13 3x5 20 II Sx6 = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 I CSI. TC 0.60 BC 0.95 WB 0-83 Matrix -MS DEFL. in (loc) I/dell Ud Verl(LL) 0.73 11 >572 240 Vert(CT) -0.97 11-20 >432 180 Horz(CT) 0.36 9 n/a n/a PLATES MT20 MT18HS Weight: 160 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 7-12 REACTIONS. (lb/size) 2=1349/0-8-0, 9=13r19/0.8-0 Max Horz 2— 155(LC 10) Max Uplift 2_ 825(LC 12), 9=-825(LO 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=-2426/1588, 5-6=-2680/1790, 6-7=-2829/1832, 7-8=-5320/3257, 8-9=-5720/3554 BOT CHORD 2-14=-1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 'I 1-•12=-2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329, 4-13=-897/636, 5-12=-316/661, 6-12=-317/616, 7-12= 2727/16i 3, 7-11=-1072/1939, 8-11= 390/391 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VLllt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5fl; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interyor(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.i60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 9=825. Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cart 8834 9904 Parke East Blvd, Tampa FL 33610 Date: March 22,2018 ® WARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE Mf1-7473 rev. 1010312015 BEFORE USE Design valid for use only with MllekO conneclois. This design is iced only upon parometers shown, and Is for an individual building component not ° a truss system. Before use, the building designer must verify the applicablIlly of design parameters and firopetly incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucklir j of individual muss web and/or chord members only. Additional temporary and permanent bracing ��'�ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Inrss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from truss Plate Institute, 218 N. Lee. Street, Suite. 312. Atexandrla, VA 22,314.1 Tampa, FL 33610 Job Truss Truss Typo City Ply THE WINDSOR ' T13560664 M11392 A4 SPECIAL I 1 1 1 1 i Job Reference (optional) Chambers Truss, Inc., Felt Pierce, FL 8.130 s Mar 112018 MiTek Induskies, Inc. Thu Mar 22 09:13:09 2018 Page 1 ID: kfiGCA6bx7j2Sy1HDXFw7ye3KX-bCILKEc6o6lzzFClawa1HR12naXQHF54VyeliJzYQiB 11.0•Q 8.6.0 14-9.0 17.0.0 18.0-Q 24.6•B 27.4.7 35.0.0 6.0• Y-0.0 8-G•0 -- 6.3.0 I 2.3.0 1-0.6 6.6.8 2.9.15 I 7-7-9 -0.0 Scalo - 1:62.3 i 4.00 F12 Sx6 = 4x6 = 2x3 II 6 7 v mi l o 16 15 3x12 3x5 — 2x3 II 5x8 = 3xl2 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) f/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.59 Verl(LL) 0.80 13 >528 240 MT20 I 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Verl(CT) -1.05 13 >400 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.39 11 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Weight: 172 lb FT = 20% LUMBER- j BRACING - TOP CHORD 2x4 SP M 30 :TOP CHORD Structural wood sheathing directly applied or 2-6-14 or puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 or, bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8.0 Max Harz 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3253/1989, 3-5=-2435/1560, 5-6=-2399/1639, 6-7=-2217/1501, 7-8=-2380/1519, 8-10=-5361/3228, 10-11— 5716/3480 BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14=-2920/5154, 11-13=-3232/5441 WEBS 3-16=0/334, 3-15=-882/614, 5-15=-238/254, 7-14— 163/427, 6.14— 309/60 , 6-15=-315/409, 8-14=-3146/1901, 8-13— 1034/1946, 10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fh B=70f1; L=351t; eave=5lt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Inte[ior(1) 2.6.0 to 36.0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=825, 11=825. j Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cert 6834 6904 Parke Eaat Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mn EK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use oNy wini Mllek0 conneclors. TNs deslgn is based only upon parameleis shown, oAd is for an individual building component, not � a truss syslern. Before use, the building designer must verify the appllcabiiny of design parafneleis and properly Incorporate this design into the overall building design. Bracing ind(caled Is to prevent trickling of Individual Irum web and/or chord rneinbdrs only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse will) possible personal Injury and property damage. For general guidance regarding the fabrtcatlon, storage, delivery, erection and tracing of Inisses and truss systems, seeANSI/TPI I Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available tram Truss Plate Institute, 21814. Lee Street, Suite 3IZ Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply WINDSOR T735G9GG5 M11392 A5 SPECIAL , �16 1 �THE Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:10 2018 Pago 1 ' ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-30sjXZdkZP9gaOnU8d5GpfrA3_IBOm_DkcOIFmzYQi7 1 0.0 8.6.0 4.9.0 I 17-6.0 4.6 ~794.7 I 35.0.0 16.0.0 �1• 0.6.0 0. 27-7.9 0 Scale = 1:60.3 4.00 F12 6is II 2x3 (I 6 5 3x6 % 22 r 23 2x3 Il 54 W B 3x4 4 7 8 2x3 3 III 9 21 �-��- -� 24 u' 1 2-l-'r.._._...--- 26 "�• 10 1.1 ,T r 7x10 MT'IBHS m 0 r1� 0 25 14 13 3x5 2x3 II Sx10 = 2.00112 3x12 B•6.0 14-9-0 24.6-8 35.0.0 8-6-0 6-3.0 { 9.9.8 [ - [ 10-5-8 Plate Offsets LX,Y)__ 2:0-1.6,Edge] [8:0-3-O,Edgel [10:0-1-15,Edgej LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Verf(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 12-13 >329 180 MT18HS 244/190 BCLL 0.0 ' Rep Stresslncr YES WB 0.74 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 160 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,8-11: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3'Except' 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0.8-0, 10=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whell shown. TOP CHORD 2-3=-3247/2112, 3-5=-2449/1679, 5.6=-2397/1763, 6-7- 5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13.14=-1865/3040, 12-13=-1223/2137, 10-12- 3431/5459 _ WEBS 3-14=0/303, 3-13=-861/619, 5-13=-216/264, 6-13300/527, 6-12=-2247/3526, 7-12=-323/388, 9-12=-321/306 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=701t; L=351t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2.6-0, Interior(1) 2-6-0 to 17-6-0, Exterlor(2) 17-6-0 to 21-0-0 zotle;C-C for members and forces & MW FRS 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer Should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825,10=825. I Waiter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING- vertry destgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 101032015 BEFORE USE ' Design valid for use only udlh MilekO conneclors. This design Is based only upon parameters shown, acid is form indiAdual building component. not a truss syslern. Before use, the building designer must verify the applicabillly of design reararnefers and properly Incorporate this design into the overall building deslgn. Bracing Indicated Is to prevent buckling of Individual truss weband/or chord rnembers only. Additional lernporary and permanent bracing MOW is always required for stability and to prevent collapse wilh possible personal injury and properly damage. For general guidance regarding Die fabrication, slorage, delivery, erec:lion and bracing of trusses and Irrs systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallat le from Truss Plate Institute, 21814. Lee Street, Stille 312, Alexandtla, VA 22314, Tampa, FL 33610 Job ITiuss Truss Type Oty Ply Tf M11392 I ATA ( COMMON J 5 1 I Jo I Chambers Truss, tile., Fort Pierce, FL 8.130 s Mar 11 ID _kfiGCA6bx7j2Syl HDXFw' 8.4.0 12.11.0 17.6.0 22.1.0 �n 6 Scale - 1:59.5 4.00 F12 4x4 = I 14 -- 12 3x6 —_ 2x3 II 4x6 = 3x8 = 2x3 11 3x6 = &B = 06 = 8-4.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.33 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.64 14-15 >652 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS I Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc puriifls. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0.8-0, 10=1399/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12), 10=-775(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-6=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15.17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9.14= 681/524, 6-15=-560/968, 3-15=-681/524 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3fOpsf; h=15ft; B=70ft; L=35ft; eave=6fl; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.011b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcblrrent with an� other live loads. 5) 'This truss has been designed for a live load of 20.Opsf on t11e 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=775, 10=775. Walter P. Finn PE No.11839 MITek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARN/NG -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM11-7473 rev. 1010312015 BEFORE USE . Design valid for use only with MI1ek5 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 verily the applicability of design poiameteis and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Indivldbirrat truss web and/or chord rnem-rs only. Additional temporary and peirnanent bracing Is always required for stabillfy and to proven] collapse with possible personal injury and property damage. For general guidance regarding the nA iVl0T1�k° fabrication, storage, dellvery, erection antl bracing of trusses and IR15S systems. seeANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from truss Plate Institute, 218 N. lee Slreel.Sulle 312. Mexandda VA 22314. 69e4 Parke East Blvd. Tama. FL 3361 e 'Job M11392 COMMON ME T13569667 Inc., rl 6 8.1 a0 s a ID:_kfiGCA6bx7j2Syl es, Inc. Thu Mar 22 09:13:12 2018 Pago 1 41 PYgixlG28ku4wc?olnOUiFW BWIPJazYQI5 Scale = 1!59.3 LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.34 BC 0.38 WB 0.63 Matrix -MS DEFL. In (loc) I/dell Ud Vert(LL) -0.11 14-15 >766 240 Vert(CT) -0.24 17-20 >715 180 Horz(CT) 0.03 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2-371 (LL, 1e), 15=-453(LC 12), 14=-453(LC 12), 10_ 371(LC 12) Max Grav II reactions 250 lb or less at joint(s) except 2=602(LC 1), 15=8I 4(LC 17), 14=840(LC 18), 10=602(LC 1) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=-407/878, 15-17= 407/878, 12-14=-393/858, 10-12=-393/858 WEBS 3-17=-5/301, 3.15=-819/591, 5-15=-277/325, 7-14=-277/326, 9-14=-819/5 2, 9-12=-5/301 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1651Tph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5fh Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-Oto 2-6-0, Interior(1) 2.6-0 to 17-6-0, Exterior(2) 17-6.0 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load rlonconcurrent 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 = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valld for use only with MITekQv conneclors. This design Is based only upon parameters shown, rind Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord membjers only. Additional temporary and permanent bracing Is always required for slabllity and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the MiTek• fabricallom storage, dative ry, erectton and bracing of trusses and truss systems, seeANSI1TPI l Quality Criteria, DSB-89 and SCSI Building Component Safety Information avallable aom Tnrsa Plate Institute, 218 N. Lee Street, Sulle 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:13 2018 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3f<X-UzXsAbfci,KXPRsV3pmlzRHT14B_kD89gOacyr5zYQi4 15.6.0 21.6.0 i1_o-"o•� 7.0.0 l 1-0-014 OwU-6-0 r_77.6.0 I, 10:6_0-�21 a•6•� 2.0.0111 � i &6.0 �0.0Ho-o 116 1 0.0 7.0.0 2-fi•G 2.0.0 2-0.0 6• i•6.0 2-0.6.0 2-0-0 2.0.0 Scale = 1:62.4 4.00 FIT 4x4 = 57 15 58 17 56 12 3x6 % 55 fl 9 54 g 59 20 i B0 22 3x6 Sxl2 4 53 4 6 x6 - I 3x4 2 �l - 5x12 Zz 3 ti g { ifl1 p ' 26 � i f3 7ri loci �-18 g i8KT-� 9 i�ta O 52 ,n1 2 �,.,`` 14 �2 r- 28 29 ,n C� 35 42 43 34 44 39 45 �46 47 48 32 49 31 5o 51 30 3x6 = 6x8 = 6x8 = 3x6 = 30 = 3x4 = 7.0-0 _ 14.0-0 28 .0-0 35-0.0 7.0.0 7.0.0 I 7 -0-0 7.0.0 7.0-0 I Plate Offsets LY)=132:0-3-8,0-3-0J I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 35-36 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 " Rep Stress incr NO WB 0.65 Horz(CT) 0.04 28 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 208 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8.0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 Ib or less ai joint(s) except 2=-565(LC 8), 33=-1 28=-434(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=812(LC 17), 28=626(LC 1) P CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. T CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. !BS 1 Row at midpt 3-33, 27-32 NTS 1 Brace at JI(s): 11, 19, 16, 7, 23 8), 32=-1017(LC 8), 1), 32=1529(LC 1), FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/1103, 3-4 105/259, 27-28=-1129/710, 3-5=-441/520, 5-7� 436/514, 7-10=-436/514, 10-11=-436/514, 11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 18-19=-436/514, 19-21=-382/412, 21-23=-382/412, 23-25=-382/412, 25-27� 387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32=-772/745, 27-32= 1484/1044, 9-10=-463/453, 20-21=-462/454 NOTES- 1) Unbalanced toot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=2 II; Exp C; Encl., GCpl=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.E 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with ar 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstands joint 33, 1017 lb uplift at joint 32 and 434 lb uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the puffin ale 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentral 7-0-0, 156 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 1581 down and 206 Ib up at 15-0-12, 158 Ito down and 206 lb up at 17-0-12, 158 ib down and Ib up at 19-11-4, 158 lb down and 206 lb up at 21-11-4, 158 Ib down and 206 Ib up at 2; 25-11-4, and 158 lb down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 2 Ito down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-1 19-11-4, 69 lb down at 21-11-4, 69 lb down at 23-11-4, and 69 Ito down at 25-11-4, and The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front ; h=15ft; B=70ft; L=35ft; eave=6fh Cat. other live loads. here a rectangle 3-6-0 tall by 2-0-0 wide 565 lb uplift at joint 2, 1269 lb uplift at g the top and/or bottom chord. d load(s) 265 lb down and 381 lb up at down and 206 lb up at 13-0-12, 158 lb 06 lb up at 17-11-4, 158 lb down and 206 11-4, and 158 lb down and 206 lb up at 3 lb up at 7-0-0, 69 lb down at 9-0-12, 69 , 69 lb down at 17-11-4, 69 lb down at 9 Ito down at 27-11-4 on bottom chord. or back (B). Walter P. Finn PE No.22839 MIT& USA, Inc. FL Cart 6834 6904 Parke East Blvd, Tampa FL 33610 Date: March 22,2018 ® WARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE Mff•7473 rev, 10103/2015 BEFORE USE. Design valid for rise only with MBek8 connectors. Thts design Is based only upon parameters shown. and Is for an Individual building component, not a truss systern. 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 Ind vidual truss web and/or chord members only. Additional iernpurary and permanent bracing MOW Is always required for stability and to prevent collapse will) possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of kussesand htM systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available. from Truss Plat: Institute, 218 Pt. Lee Street, Suite 312, Alexandrlo, VA 22,19. Tampa, Fl. 33610 Jog Truss Truss Typo Qly Ply THE WINDSOR T13569668 M11392 BHA BOSTON HIP 1 1 Job Reloronce o Lionel cnamoers I russ, Inc., Tort Pierce, f-L 1 8.130 s Mar l l 20l B Mil ek Industries, Inc. Thu Mar 22 09:13:14 2018 Page 2 IID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-yD5ENxgEcefG304FNTAC VOwpbKzybOpfEMWOXzYQi3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 36-39— 20, 1.3=-54, 3-15= 54, 15-27= 54, 27-29=-54 Concentrated Loads (lb) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43=-23(F) 44=-23(F) 45_ 23(F) 46=-23(F)!47=-23(F) 48=-23(F) 49=-23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54=-11 B(F) 55=-118(F) 56=-118(F) 57=-118(F) 58=-118(F) 59=-118(F) 60=-118(F) 61=-11 B(F) 62=-118(F) 63=-118(F) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only wilh MRek0 connectors. this design Is based only upon parametersshown, and is for an individual LxrOding component, not � a Truss system. Before use, the building designer must verify the applicabfllly of design paramelers and property Incogxxafe this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addillonal temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fatxicallon, storage, delivery, erection and bracing of trusses and Inrss systems, seeANSI/TPI1 QualityCriteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 21814. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply THE WINDSOR 4 T13569669 M11392 GRA HIP 1 1 Job Reference (optional) Chat nbers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Thu Mar 22 09:13:15 201 B Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-QMfcaHlisNyti7[iAISxBliRWiY m?oClizGytu53wzzYQ12 1.0• 7.0-0 --�I 14.11.00 21-5-2 28.0.0 35-0-0 86.0-- 1-0- 7.0.0 7.11.0 6.6.2 I^ �— 6.6-14 7.0.0 11.0.6 Scale= 1:60.3 5x8MT18HS =. I 4.00 12 3x5 II 3x6 = 08 = 4x8 = 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 o �� of �� 15 33 34 14 35 13 3tl 37 38 1239 11 r10 41 10 3x4 = 2x3 II 3x6 = 5x12 = 3x4 = Us = 2x3 11 3x5 = 7-0.0 14-11-0 21-5.2 28-0.0 35-0-0 _I _ _ 7.0.0 7-11-0 C-6-2 6-6.14 7.0.0 Plate Offsets (X,Y)-- 3:0-5.4,0-2-8]_[60-3-8,0-2-0]JZ-0-5-4,0-2-4], [13:0-2-0,0-3-01 y� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.94 Verl(LL) 0.30 10-21 >792 240 MT2o 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Verl(CT) -0.30 10-12 >812 180 MT18HS 244/190 BOLL 0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 153 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 4-13: 2x6 SP No.2 REACTIONS. (Ib/size) 2=750/0-8-0, Max Horz 2=-78(LC 6) Max Uplift 2=-448(LC 8) Max Grav 2=755(LC 17 13=3223/0.8-0, 8=1225/0-8-0 13=-2442(LC 8), 8=-1159(LO B) 13=3223(LC 1), 8=1225(LC 18) FORCES. (lb) - Max. Conip./Max. Teti. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1534/729, 3-4-1052/1347, 4.6=-1052/1347, 6-7=-1946/1834, 7-8= BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13-1710/1946, 10-12— 2359/28: 8-10=-2329/2789 WEBS 3-15=-159/733, 3-13=-2917/1869, 4-13=-848/801, 6-13=-3504/3050, 6-1 7-12-940/731, 7-10=-489/690 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 1 Row at midpt 6-13 2 Rows at 1/3 pis 3.13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1651nph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35fh eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); porch right exposed; Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconrurreni with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 329 lb up at 7-0-0, 90 lb down and 155 lb up at 9-0-12, 90 lb down and 155 lb up at 11-0-12, 90 lb down and 155 lb Lip at 13-0-12, 90 lb down and 155 lb up at 15-0-12, 90 Ib down and 155 lb up at 17-0-12, 90 lb down and 155 lb up at 17-11-4, 90 lb down and 155 lb up at 19-11-4, 90 lb down and 155 lb up at 21-11-4, 90 lb down and 155 lb up at 23-11-4, an6 90 lb down and 155 lb up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 lb down and 263 lb up at 7-0-0, 63 lb down and 3 lb up at 9-0-12, 63 lb down and 3 lb up at 11-0-12, 63 lb down and 3 lb up at 13-0-12, 63 lb down and 3 lb ups at 15-0-12, 63 lb down and 3 lb up at 17-0-12, 63 lb down and 3 lb up at 17-11-4, 63 lb down and 3 lb up at 19-11-4, 63 lb down and 3 lb up at 21-11-4, 63 lb down and 3 lb up at 23-11-4, and 63 lb down and 3 lb up at 25-11-4, and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. I 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGEMN•7473 rev. 101012015 BEFORE USE. -- ' Design valid for use only with MfiekO connectors. This design is based only upon parameters shown,land is for an Individual building component, not a truss system. l3ef0re use, the building destgnet must verify the applicabalty of design parameters and properly incorporate this design Inlo the overall building design. Bracing indicated is to prevent buckling of Indivdual truss web and/or chord rnenibers orgy. Additional temporary and permanent bracing MOW Is (always recrulred for stability and to prevent collapse with posdble personal Injury and property damage. For general guidance regarding the fabrication, storage:, delivery, erection and bracing of trusses and huss syslems, seeANSl1TPIi Quolity Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 IV. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jolt Truss Truss Type Qly Ply TIIEWINDSOR � T13569669 M11392 GRA HIP 1 1 Job Reference o tlonal cnameers i russ, Inc., tort tlerco, t I 8.130 s Mar 11 2018 MiTek Industries, Inc. Thu Mar 22 09:13:16 2018 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7yo3KX-QMIcaHllsNyn7liAfSxBhRWiY_rnloCllzGylt153wzzYQi2 LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1.3=-54, 3-7— 54, 7-9=-54, 16-19— 20 Concentrated Loads (lb) Vert: 3=-147(6) 7=-147(B) 15= 452(B) 13=-40(B) 4=-90(B) 10= 452(B) 22=-90(131� 23=-90(B) 24=-90(B) 26=-90(B) 27=-90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33_ 40(B) 34= 40(B) 35=-40(B)36=-40(B) 37=-40(B)38=-40(B) 39=-40(B)40— 40(6)41_ 40(B) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Aflf-7473 rev. 1010312016 BEFORE USE. ' Design valid for use only with MfiekV 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 fhe applicability of design pararnelets and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always requited for stability and to prevent collapse with possible personal injury aril property damage. For general guidance regarding the fabilcallorL storage, delivery, erecllon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute, 2111 N. Lee Street, Sutle 312, Alexandria. VA 22M4. Tampa, FL 33610 Job Truss Truss Type Oly Ply THE WINDSOR 011392 J1 MONO TRUSS T B 1 Job Reference T13569670 Chambers Truss, Inc., Foil Pierce, FL B.13o s Mar 11 2018 MI I eK Indus • I ID:_kfiGCA6bx7j2Syl HDXFw7yo3KX-OMfcaHll: f— .1.0.0 i 1-0.0 I 1.0.0 1.0.0 P 4.00 12 2 3x4 = 3 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ved(CT) -0.00 5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER' TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8.0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(I-C 9), 2=-140(LC 12) Max Grav 3= 11(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale= 1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- i 1) Wind: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psF BC1JL=3.0psf; h=15ft; B=70ft L=35ft;, eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for menjbers and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent will) any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplilt at joint 3 and 140 lb uplift at joint 2. I Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 I Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED UWEIC REFERANCEPAGE U11-7473 rev. 10/03)2015 BEFORE USE -- • Design valid for use only with Maek0 connectors. This design Is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parametes pnd property Incogxnate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord Members only. Addiflonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly Omage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of musses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Trrrss Plate Institute. 218 N. Lee Street- Suite 312, Alexandria, VA 22314. Tampa, FL 33610 011392 1 J3 1 MONO TRUSS 1 ' 18 T13569671 Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Ml 10K Ineustnes, Inc, i nu ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-uYD?odiVBFvzJJEeVuC -1.0.0 3.0.0 �! 1.0.0 �I T 3.0.0 4.00 ' 22 3x4 = Scale - 1:9.4 LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-8.0, 4=37/Mechanical Max Horz 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Grav 3=64(LC 1), 2=173(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128niph; TCDL=4.2psf; BCDL=3.0psf; h=151h B=70ft L=35ft; eave=6fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL 1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with a y other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand ng 54 lb uplift at joint 3, 147 fb uplift at joint 2 and 4 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only wifh Ivatekb connectors. This design Is based only upon parameters shown.land 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. Btacing Indicaled is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and perrnanent brcyJng MiTek Is always required for slabaify and to prevent collapse Wilh possible personal Injury and properly damage. For general guidance regarding the fabricallon. storage, delivery, erection and bracing of trusses and Intss systems- seeANSI/TPI I Quality Criteria, DS13-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avollabfe from lntss Plale Inslilute, 218 N. Lee Street, Suite 312. Alexandflm VA 22314. Tampa, FL 33610 ob Truss I"runs type Uly Fly IHL WINUSUH T13569672 A11392 J5 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Piorco, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Thu Mar 22 09:13:17 2018 Pago 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MknN?zj7vZ1 gwTpg2cjvb7dNcpKF96KFLCaA_szYoiO .1.0.0 5.0.0 { l 1.0.0 l 5.0.0 I Scale = 1:12.7 3 I I 4.00 12 I g I 2 1 4 3x4 = 5.0.0 { 1 5-0-0 I LOADING (psi) SPACING- 2-0.0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Veit(LL) 0.07 4-7 >863 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.06 4-7 >964 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 1\10.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Qb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-104(LC '12), 2= 1 77(LC 12), 4=-9(LC 12) Max Grav 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Teri. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUlt=165mph (3-second gust) Vasd=128n1ph; TCDL=4.2psi; BCDL=3.0psf; h=15fh B=70ft L=35ft; eave=6fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2.6-0, Inierlor(1) 2-6.0 to 4.11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOLL 1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22838 MiTek USA, Inc. FL Cert $034 8904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek0 connectors. Mils design is based only upon parameters shown, and is for an Individual building component not � a truss system. Belpre use, Me building designer must verify Ire applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanenlbracing MiTek, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fablcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Trurss Plate Insttturte, 21814. Lee Street, Suite 312. Alexandrla, VA 22314. , T13560673 M11392 1,17 1 MONO TRUSS 24 1 1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 Fort Pierce, FL 8.130 S Mar 11 2018 MI I GK InaUSInGS, Inc. I nu Mar zz uv:1J:1 r zuia rage i ID:_kfiGCAGbx7j2Sy1HDXFw7ye3KX-MknN7zj7vZlgwTpg2cjvb7dRbpOogBKFLCaA SzY010 .1.0.0 i 7.0.0 I l 100 — 700 Scale: 3/4"=1' 3x4 = 1 1 7-0-0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 4-7 >447 -180 Rep Stress inct, YES WB 0.00 Horz(CT) -0.00 3 n/a n/a Code FBC2017ITP12014 Matrix -MP Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Holz 2=161(LC 12) Max Uplift 3=-153(LC 12), 2= 211(LC 12), 4=-12(LC 12) Max Grav 3=165(LC 1), 2=315(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=165mph (3-second gust) Vasd=128niph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6fh Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterioi(2) -1-0.0 to 2-6-0, lmerior(1) 2-6-0 to 6.11.8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL1LL1.G0 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrellt with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withslan}iIng 153 lb uplift at joint 3, 211 lb uplift at joint 2 and 12 lb uplift atjoint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 I A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE " Design valid for use only with MITek®conneclors. lhis design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall tullding design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage- delivery, ereclion and bracing of hussses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate institute, 218 H. tee SireeL Suite. 312, Mexandrta. VA 22314. Tampa, FL 33610 'Job Truss Truss Type Oty Ply WINDSOR T13569674 M11392 ICJ7 MONO TRUSS 4 ]THE Job Reference (optional) Inc., FOfi Pierce, FL 8.130 S Mar 11 2018 M110K Industries. Inc. rtiu Mar 22 09:13:18 2018 Pagel ID:_kfiGCA6bx7j2Syl HDXFw7yo3KX-gxLIDljlgt911Yd01cJE88LAgbCnNuWgPZsKjXlzYQi? -1-5.0 6.8-12� 9.10.1 l 1-5-0 G-8.12 3.1-6 j 2 0 3x4 = 2.83 FIT 3x4 3 7 2r.3 II Scale - 1:20.6 4 I1, 6 5 3x4 = 6-8-12 1 I 3.1-5 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -O.OB 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 _ Malrix-MS — I Weight: 38 lb `FT = 0%. LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=379/0.11-5, 5=461/Mechanical Max Horz 2=192(LC 8) Max Uplilt 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Grav 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7= 487/798, 6-7=-487/798 WEBS 3-7=0/307, 3-6=-920/561 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128rnph; TCDL=4.2ps1; BCDL= .0pst; h=15f1; B=70ft; L=351t; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstarl my 131 lb uplift at joint 4, 262 lb uplift at joint 2 and 238 lb uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-t0-4=-133(F=-39, B= 39), 8=0(F=10, B=10)-to-5=-49(F=15, B= 15) Wafter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6834 89114 Parke East Blvd. Tampa FL 33610 Date: March 22,2018 A WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCEI PAGE 11,1I1-7473 rev. IOIV312016 BEFORE USE. Design valid for use only with MITekb connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss systern. Before use. the building designer must verify the applicability of design parameters and properly incorporate this clesian Into the overall building design. Bracing Indicated Is to prevent buckling or individual truss web and/or chord rnembers only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the fabalcattom storage, delivery, erection and bracing of Lussesand truss systems. see.ANSI/TPII Quality driteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn truss Plate Institute. 21811, Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols I Numbering System JA General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in it -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. o-1/lar For 4 x 2 orientation, locate plates 0-11ia' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. -- PLATE -SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates join, number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 c O U a- 0 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved �n MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e,g. diagonal or X-brocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted. this design is not applicable for —use-with fire-retardant,_preservctive-treated.-or-green lumber- 10, Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft, spacing. or less, if no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17, Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.