Loading...
HomeMy WebLinkAboutTruss�K MiTek' RE: 77727 - JESUS MONACO Site Information: Customer Info: Ron Raymond Lot/Block: . Address: Unknown, . City: St Lucie County Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: Jesus Monaco Model: . 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: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 44 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T25004021 D 8/12/21 15 T25004035 G6 8/12/21 2 T25004022 D1 8/12/21 16 T25004036 G7 8/12/21 3 T25004023 D2 8/12/21 17 T25004037 GRD 8/12/21 4 T25004024 D3 8/12/21 18 T25004038 GRE 8/12/21 5 T25004025 D4 8/12/21 19 T25004039 GRG 8/12/21 6 T25004026 D5 8/12/21 20 T25004040 GRK 8/12/21 7 T25004027 D6 8/12/21 21 T25004041 HVA 8/12/21 8 T25004028 E 8/12/21 22 T25004042 HVB 8/12/21 9 T25004029 G 8/12/21 23 T25004043 HVC 8/12/21 10 T25004030 G1 8/12/21 24 T25004044 HVD 8/12/21 11 T25004031 G2 8/12/21 25 T25004045 HVE 8/12/21 12 T25004032 G3 8/12/21 26 T25004046 HVF 8/12/21 13 T25004033 G4 8/12/21 27 T25004047 A 8112/21 14 T25004034 G5 8/12/21 28 T25004048 J3 8/12/21, This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 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. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2023. 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 Pr designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were k, given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the 4 preparation of these designs. MiTek or TRENCO 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. uluu/� ♦♦♦�� �P J. O'R No 58126 :X= ��:. /STATE OF C? .��,,sSION A 1 ��,``♦ 11111 Philip J. O'Regan PE No.58126 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ORegan, Philip 1 of 2 �; W MiTek' RE: 77727 - JESUS MONACO Site Information: Customer Info: Ron Raymond Project Name: Jesus Monaco Model: . Lot/Block: . Subdivision: . Address: Unknown, . City: St Lucie County State: FL No. Seal# Truss Name Date 29 T25004049 J5 8/12/21 30 T25004050 J5P 8/12/21 31 T25004051 J7 8/12/21 32 T25004052 JC5 8/12/21 33 T25004053 K 8/12/21 34 T25004054 K1 8/12/21 35 T25004055 K2 8/12/21 36 T25004056 K3 8/12/21 37 T25004057 K4 8/12/21 38 T25004058 K5 8/12/21 39 T25004059 K6 8/12/21 40 T25004060 KJ5 8/12121 41 T25004061 KJ7 8/12/21 42 T25004062 V6 8/12/21 43 T25004063 V8 8/12/21 44 T25004064 V12 8/12/21 2 of 2 MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply JESUS MONACO T25004021 77727 D Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:01 2021 Page 1 V ID:VAZsJGaLNiNjctYVIEOsXxygfrq-dCISS16a742_fHKrTkQQIBdBaCWWoia_o6ROFhyoeuu •. 1-0 0 5 8 12 9-0-0 16-0-0 24-0-0 27 3� 33 0-0 1 6-0 5-8 12 3-3-4 7-6-0 7-0-0 3-3-4 5 8-12 1�-0 3x 0 3x5 = 5.00 12 9-M 5x6 = 3x8 = 5x6 = 4 27 28 5 29 30 6 14 13 12 11 10 3x8 = 4x6 = 3x4 II 4x6 = 3x8 = 3x5 = Scale = 1:62.9 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 FBC2020frP12014 CSI. TC 0.43 BC 0.53 WB 0.28 Matrix -Ms DEFL. in (loc) Udefl Ud Vert(LL) -0.18 12 >999 360 Vert(CT) -0.34 12-14 >999 240 Horz(CT) 0.11 8 n/a n/a Wind(LL) 0.26 12 >999 240 PLATES GRIP MT20 244/190 Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-14, 5-10 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=164(LC 11) — Max Uplift 2=-841(LC 12), 8=841(LC 12) Max Grant 2=1305(LC 1), 8=1305(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2601/1788, 3-4=-2352/1609, 4-5=2160/1543, 5-6=2160/1543, 6-7=2352/1609, 7-8=-2601/1788 BOT CHORD 2-14=-1500/2370, 12-14=-1661/2733, 10-12=-1661/2733, 8-1 0=-1 532/2370 WEBS 3-14=-320/341, 4-14=-353/632, 5-14=752/467, 5-12=0/263, 5-10=-752/467, 6-10=-353/632, 7-110=321/340 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 1-8-15, Interior(1) 1-8-15 to 9-0-0, Exterior(2R) 9-0-0 to 13-8-0, Interior(1) 13-8-0 to 24-0-0, Exterior(2R) 24-0-0 to 28-8-0, Interior(1) 28-8-0 to 34-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by ORegan, Philip, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed COpleS Of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=841, 8=841. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• 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 ANSLITP11 Qualify Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type JESUS MONACOT25004022 ]Truss 7tyPly D1 Hip1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:02 2021 Page 1 t ID:VAZsJGaLNiNjctYV1 EOsXxygfrq-50sggN7CuNArGRvl 1 RyfaPAKyctaX7671 m Ban7yoeut -1-6-0 , 5-8-2 11-;0 16-6-0 22-0-0 27-2-2 33-0-0 , 4 6-0 , 1-0-0 5 8-2 5-3-14 5-6-0 5 6-0 5-2-2 5-9-14 1-0-0 5x8 = 5x8 = 4 29 30 5 31 32 6 Scale = 1:59.0 4 I$ 1b 1b - 13 -- 11 lu 3x6 = 3x5 = 3x8 = 3x6 = 5-8-2 11-0-0 16-00 22-M 27-2-2 33-0-0 5 8-2 5-3 14 5-0 0 5-0 0 5-2-2 5 9-14 Plate Offsets (X,Y)—[4:0-5-12,0-2-81,[6:0-5-12,0-2-81,[17:0-2-2,0-1-81,[19:0-2-2,0-1-81 3x5 = 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 0.32 Vert(LL) -0.15 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.28 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.39 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.21 13 >999 240 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=195(LC 11) Max Uplift 2=-841(LC 12). 8=841(LC 12) Max Grav 2=1305(LC 1).8=1305(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2674/1798, 3-4=-2161/1511, 4-5=2203/1632, 5-6=2203/1632, 6-7=2158/1512, 7-8=-2664/1790 BOT CHORD 2-16=-1516/2426, 15-16=-1516/2426, 13-15=-1113/1949, 11-13=-1133/1947, 10-11=-1539/2415,8-10=-153912415 WEBS 3-15=-582/458, 4-15=-158/379, 4-13=245/453, 5-13=-335/337, 6-13=246/454, 6-11 =1 63/380, 7-11=-577/453 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 1-8-15, Interior(1) 1-8-15 to 11-0-0, Exterior(2R) 11-0-0 to 15-8-0, Interior(1) 15-8-0 to 22-0-0, Extedor(2R) 22-0-0 to 26-8-0, Interior(1) 26-8-0 to 34-6-11 zone;C-C for members and forces a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. sealed by ORegan, Philip, PE 5) All plates are 3x4 MT20 unless otherwise indicated. using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed COpleS Of this 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document will fit between the bottom chord and any other members. are not Considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signed and sealed and the 2=841, 8=841. signature must be verified on any electronic copies. PhilipJ. VRegan PE No.58126 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111.7473 rev. 5/19/2020 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 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 ANSLITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 7'EUe'NACOT25004023 77727 D2 Hip 1ce o tional unamoers I cuss, Tort rleree, rL - d49oZ, t3.4au s Jun Z ZUz1 mi I eK Inaustrles, Inc. I nU Aug 1Z Ut5:19:U3 ZUZI rage 1 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-ZbQCtj7gfhliubUEb9Tu6ciURODFGXTHFQx7Jayoeus 1 6 0 , 6-9-14 1300 20-0-0 26-2-2 33-0-0 34-0-0 1-0 0' 6-9-14 6-2-2 7-0-0 6-2-2 6-9 14 1 6 0 3x ►'j 5x8 = 5x6 = 4 27 28 29 30 5 14 1Z 11 -- 9 3x5 = 3x4 II 3x6 = 3x8 = 3x4 It 3x5 = 3x4 = 3x6 = 6-9-14 13-0-0 Scale = 1:62.9 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 FBC2020/TPI2014 CSI. TIC 0.40 BC 0.44 WB 0.64 Matrix -MS DEFL. in (loc) Well Ud Vert(LL) -0.13 11-12 >999 360 Vert(CT) -0.27 11-12 >999 240 Horz(CT) 0.09 7 n/a n/a Wind(LL) 0.19 11-12 >999 240 PLATES GRIP MT20 244/190 Weight: 166 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-5 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-11 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=225(LC 11) Max Uplift 2=-841(LC 12), 7=841(LC 12) Max Grav 2=1305(LC 1), 7=1305(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2616/1759, 3-4=-199311424, 4-5=1786/1396, 5-6=1993/1424, 6-7=2616/1759 BOT CHORD 2-14=-1465/2363, 12-14=-1465/2363, 11-12=-992/1786, 9-11=-1498/2363, 7-9=-1498/2363 WEBS 3-14=0/267, 3-12=703/536, 4-12=181/458, 5-11 =-1 761458, 6-11=-704/536, 6-9=0/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 1-8-15, Interior(1) 1-8-15 to 13-0-0, Exterior(21R) 13-0-0 to 17-8-0, Interior(1) 17-8-0 to 20-0-0, Extedor(2R) 20-0-0 to 24-8-0, Interior(1) 24-8-0 to 34-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 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. electronically Signed and 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 sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. Using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Printed copies of this 2=841,7=841. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No,58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 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 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 ANS11TFI1 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004024 77727 D3 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:04 2021 Page 1 ID:VAZsJGaLNiNjctYVIEOsXxygfrq-1n b428SQ?QZW13Q8s_7fgFeFQXo?2pQU4ghrOyoeur 7-7-0 15-0-0 18-0-0 25 5-0 33-0-0 1314111 7-7-0 AN 31-0 7-5-0 7-7-0 0 3x d 3x5 = 7-7-0 5x6 = 5.00 12 5x6 = 14 12 11 9 3x4 11 5x6 WB = 3x4 = 3x4 = 5x6 W8 = 3x4 II 3x5 = Scale: 3/16"=l' A II 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 FBC2020frP12014 CSI. TC 0.46 BC 0.55 WB 0.38 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl Ud -0.26 12-14 >999 360 -0.42 12-14 >946 240 0.10 7 n/a n/a 0.19 12-14 >999 240 PLATES GRIP MT20 244/190 Weight: 163 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-12, 6-11 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=256(LC 11) Max Uplift 2=-841(LC 12). 7=841(LC 12) Max Grav 2=1481(LC 17). 7=1481(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2917/1711, 3-4=-2004/1300, 4-5=1797/1276, 5-6=2004/1300, 6-7=2918/1711 BOT CHORD 2-14=-1413/2831, 12-14=-1413/2822, 11-12=-845/1855, 9-11=-1446/2631, 7-9=-1445/2640 WEBS 3-14=0/328, 3-12=10661660, 4-12=234/550, 5-11=-234/549, 6-11 =-1 067/659, 6-9=0/329 I6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 1-8-15, Interior(1) 1-8-15 to 15-0-0, Exterior(2E) 15-0-0 to 18-0-0, Exterior(2R) 18-0-0 to 22-8-0, Interior(1) 22-8-0 to 34-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by ORegan, Philip, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed COp12S Of this 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=841, 7=841. document are not considered signed and sealed and the signature must be verified = on any electronic copies. PhilipJ. VRegan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSLTP11 Quality Criterfa, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply JESUS MONACO T25004025 77727 D4 Common 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:05 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfrq-VzYz1094B IYQ7vdciaVMB1 orDpul kR7ajkQEOSyoeuq 5-11-3 11-2-10 166-0 21-9-6 27-0-13 33-0-0 346-0 5-11-3 5-3.6 5-3.6 5-3-6 5-3� 5-11-3 1�-0 5.00 12 3x4 = 3x6 = 4x4 = 4x4 = is 3x8 = 3x6 = 3x4 = 3x4 = Scale = 1:58.8 13 11 ]o 8-6-14 16-6-0 24-5-2 33-0-0 8-6-14 7-11-2 7-11-2 8-6-14 Plate Offsets (X,Y)— [1:0-1-2,Edge], [9:0-0-10,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.14 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.28 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Wind(LL) 0.20 11-13 >999 240 Weight: 163 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=-275(LC 10) Max Uplift 1=-713(LC 12), 9=844(LC 12) Max Grav 1=1219(LC 1), 9=1307(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2636/1795, 2-4=-2396/1652, 4-5=1660/1259, 5-6=1660/1248, 6-8=2383/1614, 8-9=-2618/1741 BOT CHORD 1-15=-1514/2406, 13-15=-1121/1936, 11-13=-1141/1931, 9-11=-1490/2386 WEBS 5-13=-647/966, 6-13=-659/537, 6-11=-205/479, 8-11=-351/333, 4-13=-665/543, 4-15=-239/483, 2-15=-360/369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-3-10, Interior(1) 3-3-10 to 16-6-0, Exterior(2R) 16-6-0 to 19-9-10, Interior(1) 19-9-10 to 34-6-11 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck This item has been to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Printed copies of this p 1=713, 9=844. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.56126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IvIITEK REFERENCE PAGE hill-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTekO 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 ITS 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 ANSUTP/t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004026 77727 D5 Common 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:06 2021 Page 1 ID:VAZsJGaLNiNjctYVIEOsXxygfTq-z96LVkAiycgGl3CoGHObkFKOzDEFTuFjyO9nwvyoeup 5-11-3 I1-2-10 16-6-0 21-9-6 27-0-13 33-0-0 5-11-3 536 5-3-6 5-3-6 5-3 6 5-11-3 5.00 12 3x4 = 3x6 = 4x4 = 4x4 = 12 3x8 = 3x6 = 3x4 = Scale = 1:54.9 Iv 0 4x4 = 8.6-14 16-6.0 24-5-2 33-0-0 8-6­14 7-11-2 7-11-2 8-6-14 Plate Offsets (X,Y)— [1:0-1-2,Edge), [9:0-1-2,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.14 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.28 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.20 12 >999 240 Weight: 158 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=255(LC 11) Max Uplift 1=-716(LC 12), 9=716(LC 12) Max Grav 1=1221(I-C 1), 9=1221(LC 1) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2642/1799, 2-4=-2401/1656, 4-5=1665/1264, 5-6=1665/1264, 6-8=2401/1656, 8-9=-2642/1799 BOT CHORD 1-14=-1561/2411,12-14=-1198/1941,10-12=-1181/1941,9-10=-1566/2411 WEBS 5-12=-650/969, 6-12=-665/543, 6-10=240/483, 8-10=-361/369, 4-12=-665/543, 4-14=-240/483, 2-14=-360/369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-3-10, Interior(1) 3-3-10 to 16-6-0, Exterior(2R) 16-6-0 to 19-9-10, Interior(1) 19-9-10 to 33-0-0 zone;C-C for members and farces & MW=RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by ORegan, Philip, PE 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) using a Digital Signature. 1=716, 9=716. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 Not 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 ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply JESUS MONACO T25004027 77727 D6 Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:07 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygffq-RMgjj4BLjwo7NCn?q?XgHSt7sdVvCMVsA2vLSLyoeuo 5-11-5 10-7-0 11-2-10 16-0-0 20 6-0 26-5-2 33-0-0 5-11-5 4-7-11 0-7-1 5-3-6 4-0-0 5-11-2 r 6 6-14 d 3x8 = 2.50 r12 10-7-0 5.00 12 5x8 = 5x12 = lu 2x3 11 Scale = 1:55.0 3x4 = 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 FBC20201TP12014 CSI. TC 0.57 BC 0.78 WB 0.51 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Lid -0.42 11-12 >952 360 -0.95 11-12 >416 240 0.30 9 n/a n/a 0.53 11-12 >748 240 PLATES GRIP MT20 244/190 Weight: 156 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-2 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 5-12 5-12: 2x4 SP M 30 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=-255(LC 10) Max Uplift 1=-716(LC 12), 9=-716(LC 12) Max Grav 1=1221(LC 1). 9=1221(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4547/3052, 2-4=-4124/2687, 4-5=-4162/2872, 5-6=-2041/1578, 6-8=2068/1455, 8-9=-2642/1771 BOT CHORD 1-12=-2763/4232, 11-12=-939/1700, 10-11=-1530/2403, 9-10=-1530/2403 WEBS 2-12=-422/453, 4-12=-371/430, 5-12=1797/2760, 5-11=359/538, 6-11=-291/343, 8-11=-659/503 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-3-10, Interior(1) 3-3-10 to 16-6-0, Exterior(2R) 16-6-0 to 19-9-10, Interior(1) 19-9-10 to 33-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, electronically signed and 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 sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. using a Digital Signature. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify Printed copies of this 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) document are not considered 1=716, 9=716. signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IvIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 D�a a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Fi 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 ANSI/rPli Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply JESUS MONACO T25004028 77727 E HIP 1 1 Job Reference (optional) r- .. ....... 0.4au s Jun z zurt wu I eK Inausmes, inc. I nu Hug i z uun a:uu zuzi rage 1 * ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-wYDSwQBzUDw_7MMBN i23pgQBU 1 gkxhQOPieu_nyoeun 7-0-0 1- 7-0-0 18-0-0 235-2 29-0-0 36-0-0 7-0-0 5-0-14 5-5-2 545-2 5.6-14 7 0 0 0 7x8 MT18HS = 5.00 12 4x8 = 4x6 = 7x8 MT18HS WB = 223 23 4 5 24 7x8 MT18HS = 4x6 = 6 25 7 Scale = 1:59.9 28 29 15 1413 12 1110 9 30 31 5x12 4x6 = 5x8 = 3x4 II 4x4 = 4x6 = 5x12 4x4 = 5x8 = 23-5-2 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 FBC2020rrP12014 CSI. TIC 0.96 BC 0.81 WB 0.98 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) -0.29 12 >999 360 Vert(CT) -0.53 12 >810 240 Horz(CT) -0.24 8 n/a n/a Wind(LL) 0.89 12-13 >484 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 211 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 2-4,4-7: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 8=0-8-0 Max Horz 1=112(LC 11) Max Uplift 1=-1530(LC 12). 8=1530(LC 12) Max Grav 1=1332(LC 1). 8=1332(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2986/6546, 2-3=-2747/6233, 3-5=-3903/8675, 5-6=3903/8675, 6-7=2747/6234, 7-8=-2986/6546 BOT CHORD 1-15=-591712703, 13-15=-8473/3903, 12-13=-9276/4297, 11-12=9276/4297, 9-11 =-8481/3903, 8-9=-5925/2703 WEBS 2-15=-2187/831, 3-15=-1417/2749, 3-13=-911/335, 5-13=-487/998, 5-12=5981227, 5-11=487/998, 6-11=-9111335, 6-9=1417/2749, 7-9=-2187/831 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-7-3, Interior(1) 3-7-3 to 7-0-0, Exterior(2R) 7-0-0 to 12-1-2, Interior(1) 12-1-2 to 29-0-0, Exterior(2R) 29-0-0 to 34-1-2, Interior(1) 34-1-2 to 36-0-0 zone; porch left and right exposed;C-C This item has been for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed COpleS Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signature must be verified :=1530, 8=1530. On any electronic Copies. PhilipJ. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED NI TEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 ANSI/rP/i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004029 77727 G HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MTek Industries, Inc. Thu Aug 12 08:19:09 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-OknU8mCbFX2rcWxNxQalMtySuRBEgAC9eMORXDyoeum 7-0-0 13-5-0 19-10-0 26-2-2 30-4-0 32-B-0 34-0-q 41-0-0 p2-0-0 1-0-0 7-0-0 6-5-0 6-5 0 6-4-2 4-1-14 2�-0 1-4-0 7-0-0 1 &D 5x8 = 5x8 MT18HS = 5.00 12 3x6 = 4x12 = 3 35 364 37 5 6 738 39 40 8 9 o ff!f-- x = 22 21 20 19 3x5 = 3x6 = 7x8 14 13 12 5x12 = 3x6 I I 43 Scale = 1:73.2 3x5 = 42 T I� 7-0 0 13-5-0 19-10-0 26-2-2 30 1 32-8-0 34-0 q 41-0-0 7-0 0 6-5-0 6-5-0 6-4-2 4-1-14 240 1 4-0 71 Plate Offsets (X,Y)— [3:0-5-12,0-2-8), [7:0-5-0,0-2-0], [9:0-5-12,0-2-8), [10:0-0-2,Edge[, [15:0-5-4,0-2-4[, [16:0-0-0,0-1-8), [18:0-6-0,0-3-4[, [23:0-2-2,0-1-8[, [25:0-2-2,0-1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.29 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.55 17-18 >708 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Wind(LL) 0.42 18 >930 240 Weight: 211 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP. M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD 2x4 SP M 30 *Except- BOT CHORD Rigid ceiling directly applied or 5-8-9 oc bracing. 5-19,14-16: 2x4 SP No.3 WEBS 1 Row at midpt 18-20. 7-18 WEBS 2x4 SP No.3 2 Rows at 1/3 pts 7-15 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0, 13=0-8-0 Max Horz 2=-143(LC 10) Max Uplift 2=-741(LC 12), 10=523(1_C 21), 13=1519(LC 12) Max Grav 2=1118(LC 21), 13=2378(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2100/1392, 3-4=-2475/1757, 4-5=2987/2027, 5-7=3095/2090, 7-8=1508/2546, 8-9=-1472/2494, 9-10=-708/1678 BOT CHORD 2-22=-1116/1878, 20-22=-1116/1887, 19-20=-168/281, 5-18=-329/313, 17-18=-464/929, 16-17=-464/929, 15-16=-616/1187, 13-14=-259/152, 12-13=-646/550, 10-12=1527/790 WEBS 3-22=-12/280, 3-20=-447/771, 4-20=540/465, 18-20=-1396/2252, 4-18=291/533, 7-18=-1452/2263, 7-15=-3635/2312, 12-15=-1087/449, 13-15=-2299/2443, 8-15=-378/293, 9-15=-1816/1941,9-12=-1037/734 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 2-6-8, Interior(1) 2-6-8 to 7-0-0, Exterior(2R) 7-0-0 This item has been to 12-9-9, Interior(1) 12-9-9 to 34-0-0, Exterior(2R) 34-0-0 to 39-9-9, Interior(1) 39-9-9 to 42-6-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COpI@S Of this 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 MT20 unless otherwise indicated. document are not Considered 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and sealed and the 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members. On any electronic Copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) �=741, 10=523, 13=1519. Philip J.O'RoganPENo.58126 MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: - August 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTTek® 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 Ar building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIiTele 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 ANS11Tp11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply JESUS MONACO T25004030 77727 G1 HIP 1 1 Job Reference o ticnal Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:10 2021 Page 1 ID:VAZsJGaLNiNjctYVIEOsXxygfrq-sxLsL6DDOrAiEgWaV75Xu5Vdaga3PenJtO7?3gyoeul 32-8-2 -1EA 5E-12 9-0-0 14-5-0 19-100 26-2-3 304-0 32-0-0 36-6-3 41-0-0 42E-0 1E-0 5-8-12 3-3-0 5-5-0 5-5-0 4-1-13 1.8.0 3-10-0 4-5-13 1E-0 5x6 = 5.00 12 4x5 = 3x5 II 3x8 = 3x6 = 3x5 = 3x6 = 37 538 6 7 839 40 9 10 24 23 22 21 16 15 14 4344 3x5 = 3x6 = 6x8 = 5x10 = 3x5 = 3x6 11 3x8 = 32-8-2 Scale = 1:73.2 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 FBC2020/TPI2014 CSI. TC 0.60 BC 0.56 WB 0.79 Matrix -MS DEFL. in (loc) I/defi Ud Vert(LL) -0.20 20 >999 360 Vert(CT) -0.38 19-20 >999 240 Horz(CT) 0.10 15 n/a n/a Wind(LL) 0.27 20 >999 240 PLATES GRIP MT20 2441190 Weight: 226 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-21,16-18: 2x4 SP No.3 WEBS 1 Row at midpt 6-19. 8-17 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0, 15=0-8-0 Max Horz 2=-176(LC 10) Max Uplift 2=-772(LC 12), 12=374(LC 10), 15=1366(LC 12) Max Grav 2=1184(LC 21), 15=2083(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2292/1585, 3-4=-2030/1389, 4-5=1855/1333, 5-6=2605/1736, 6-8=1298/895, 8-9=-777/1203,9-10=-672/1061,10-11=-912/1323,11-12=-201/998 BOT CHORD 2-24=-1314/2090, 22-24=-124412175, 6-20=-120/362, 19-20=1445/2656, 18-19=-577/1298, 17-18=-638/1481, 14-15=-476/302, 12-14=-880/297 WEBS 3-24=-355/373, 4-24=-318/566, 5-24=-489/282, 5-22=-311/260, 20-22=-1170/2048, 5-20=-228/511, 6-19=-1491/1011, 8-19=-320/681, 8-17=2679/1756, 11-17=-429/1108, 15-17=-1966/1688,10-17=-825/675,14-17=-463/38,11-14=-438/209 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 2-6-8, Interior(1) 2-6-8 to 9-0-0, Exterior(21R) 9-0-0 This item has been to 14-9-9, Interior(1) 14-9-9 to 32-0-0, Exterior(2R) 32-0-0 to 37-9-9, Interior(1) 37-9-9 to 42-6-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. Signature must be Verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) electronic on anylicopies. 2=772, 12=374, 15=1366. Philip J.ORegan PE No.58126 MiTek USA, Inc. FL Cart 66U 8804 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED N11TEK REFERENCE PAGE MII-7471 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004031 77727 G2 HIP 1 1 Job Reference o tional Chambers Truss, Fart Pierce, FL - 34982. 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:12 2021 Page 1 ID:VAZsJGaLNiNjctYVIEOsXxygfrq-oJTcmnETXSRQT gycY7?_Wa2ieHBtY bKJo67Yyoeuj -1-6-0, 5-9-14 11-0-0 i5b-0 19-10-0 24-9d 30-0-0 30r4-032�-0 3682 41-0-0 42-6-0 14i-0 5-9-14 5-2-2 4-5-0 4b-0 4-11-0 5-2-12 0�-0 2-0-0 3-10.2 4-5-14 1S0 5.00 12 5x8 = 39 5 40 3x6 = 5x8 = 841 42 9 eve 26 25 24 23 22 4X4 = 16 15 45 14 46 3x5 = 3x6 = 6x8 = 4x4 = 5x8 = 3x6 I I i 3x5 = Scale = 1:73.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.13 21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.24 22-23 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.06 15 nla n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.18 21 >999 240 Weight: 242 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-22,16-18: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0, 15=0-8-0 Max Horz 2=21O(LC 11) Max Uplift 2=-775(LC 12), 12=364(LC 10). 15=1349(1_C 12) Max Grav 2=1185(LC 21), 12=20(LC 22), 15=2049(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2363/1585, 3-4=-1846/1289. 4-5=1776/1311, 5-6=2004/1396, 6-8=2024/1405, 8-9=-1294/933, 10-11=-985/1431, 11-12=-150/927 BOT CHORD 2-26=-1319/2206, 24-26=-1319/2206, 23-24=-890/1668, 20-21=-565/1294, 19-20=-123/359, 18-19=-1298/1150, 17-18=1074/974, 14-15=-252/192, 12-14=-790/245 WEBS 3-24=-605/479, 4-24=-177/358, 4-23=119/297, 5-23=-474/330, 21-23= 929/1714, 5-21 =-1 17/338, 8-21=-621/899, 8-20=828/675, 9-20=-112511651, 14-17=-583/92, 15-17=1893/1599, 10-17=1841/1279, 11-17=671/1174, 11-14= 417/240, 9-19=-11391851, 10-19=1104/1707 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 2-6-8, Interior(1) 2-6-8 to 11-0-0, Exterior(2R) 11-0-0 to 16-9-9, Interior(1) 16-9-9 to 30-0-0, Exterior(2R) 30-0-0 to 35-9-9, Interior(1) 35-9-9 to 42-6-11 zone; porch right electronically signed and exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Sealed by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed copies Of this p 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. document are not considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and sealed and the 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members. On any electronic copies. 8) Rrovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=775, 12=364, 15=1349. Philip J. YRegan PE No.58126 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 Welk' l' 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 ANSIITP11 Quality Cdteda, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004032 77727 G3 HIP 1 1 Job Reference o tional Chambers i russ, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:13 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfrq-GW1_z7F51mZH57F9AFeEWj7Au2e?c1 PIZzMfg?yoeui �1 0, 6-9-141'10-0 23 9-0 28-0-0 304-0 32-8-0 36-0-2 41-0.0 A2-6 0 1 6 0' 6-9-14 6-2-2 6-10.0 3-11 4 4-2-12 2 4 0 2�-0 3-10-2 4 5 14 1-0 0 3x5 = 5x8 = 5x8 = 4 34 35 5 36 37 6 21 -- 19 18 4x4 = 13 12 -- 11 3x6 = 5x8 = 5x8 = 3x6 I I 3x5 = Scale = 1:73.2 i 6-9-14 13-0-0 19-10-0 23-9-4 28-0-0 3013-0 32-8-0 36-0-2 41-0-0 6-9-14 6-2-2 6-10-0 3-11.4 4-2-12 24-0 - 2 4.0 3-10-2 4.5-14 Plate Offsets (X,Y)— [4:0-5-12,0-2-8],[6:0-5-12,0-2-8] [14:0-5-8,0-2-8] [17:0-2-12,0-2-8],[22:0-2-2 0-1-8] [24:0-2-2 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.31 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.17 17 >999 240 Weight: 233 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 •Except• 5-18,13-15: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0, 12=0-8-0 Max Horz 2=-243(LC 10) Max Uplift 2=-795(LC 12), 9=329(1_13 12), 12=-1251(LC 12) Max Grav 2=1220(LC 1), 9=157(LC 22), 12=1876(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2400/1615, 3-4=-1781/1262, 4-5=1837/1362, 5-6=1867/1387, 6-7=791/539, 7-8=-699/985, 8-9=0/608 BOT CHORD 2-21=-1336/2269, 19-21=-1336/2269, 5-17=-470/475, 16-17=-126/667, 15-16=-879/880, 14-15=-754/769, 9-11=-497/66 WEBS 3-21=0/259, 3-19=726/568, 4-19=-84/303, 17-19=-753/1519, 4-17=-172/444, 6-17=-970/1385, 6-16=-689/617, 7-16=1144/1765, 11-14=-386/0, 12-14=176611534, 7-14=1692/1234,8-14=-574/1077,8-11=-390/212 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 2-6-8, Interior(1) 2-6-8 to 13-0-0, Exterior(2R) 13-0-0 to 18-9-9, Interior(1) 18-9-9 to 28-0-0, Exterior(2R) 28-0-0 to 33-9-9, Interior(1) 33-9-9 to 42-6-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=795, 9=329, 12=1251. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No,68126 MiTek USA, Inc. FL Cart 66U li Parke East Blvd. Tampa FL 33810 Date: August 12,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5/192020 BEFORE USE. �* Design valid for use only with MTek® 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 overalBu l 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply JESUS MONACO T25004033 77727 G4 HIP 1 1 Job Reference (optional) Chambers Truss, Fart Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:14 2021 Page 1 ID:VAZsJGaLNiNjctYV1EOsXxygfrq-kibNBTGk33h8jHpLkz9T3xfMBSwsLP3und5CCRyoeuh r1-0 0, 8 4-0 15-0-0 20 6-0 26 0.0 32-8-0 33 2r2 41-0-0 42 6-Q 1.6-0 8-4-0 6-8-0 5.6.0 5-6-0 6 8-0 0.6-2 7-9-14 5.00 12 5x8 = 3x4 II 5x8 = 18 " 16 15 14 — 12 "� 4x5 = 3x8 II 48 = 4x4 = 4x8 = 4x4 = 3x8 11 4x8 = 4x5 = Scale= 1:78.7 B 4-0 15-0-0 20-0-0 26-0-0 32 8-0 41-0-0 8-4-0 680 5.t0 560 680 8.4-0 Plate Offsets (X,Y)— [2:0-5-9,0-1-2], [3:0-3-0,Edge], [5:0-5-12,0-2-8], [7:0-5-12,0-2-8], [9:0-3-0,Edge], [10:0-5-9,0-1-21, [19:0-2-2,0-1-81, [21 :0-2-2,0-1 -81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.11 18-24 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.22 18-24 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.19 12-26 >515 240 Weight: 249 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0, 10=0-8-0 Max Horz 2=-279(LC 10) Max Uplift 2=-790(LC 12), 12=-1277(LC 12), 10=-308(LC 12) Max Grav 2=1223(LC 1). 12=1859(LC 1). 10=187(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2372/1555, 4-5=-1607/1138, 5-6=-1276/1028, 6-7=1276/1028, 7-8=905/606, 8-10=-429/652 BOT CHORD 2-18=-1248/2269, 16-18=-1248/2269, 15-16=-660/1483, 14-15=-159/764, 12-14=-523/566, 10-12=523/566 WEBS 4-18=-13/358, 4-16=-892/665, 5-16=-240/502, 5-15=-294/160, 6-15=-335/340, 7-15=-639/830, 7-14=-564/544, 8-14=793/1434, 8-12=1613/1216 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 8=45ft; L=41ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 2-6-8, Interior(1) 2-6-8 to 15-0-0, Exterior(21R) 15-0-0 to 20-6-0, Interior(1) 20-6-0 to 26-0-0, Exterior(2R) 26-0-0 to 31-9-9, Interior(1) 31-9-9 to 42-6-11 zone; porch right exposed;C-C for members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the this truss electronically signed and use of component. 4) Provide adequate drainage to prevent water ponding. Sealed by ORegan, Philip, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) document are not considered 2=790, 12=1277, 10=308. signed and sealed and the signature must be verified on any electronic copies. Philip J.ORegan PE No.58126 MiTek USA, Inc. FL Cart 66U 6604 Pwke East Blvd. Tampa FL 33610 Date: August 12,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 5/1912020 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 my 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 ANSIITP/t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ssTruss Type Oty Ply JESUS MONACOT25004034 T 77727 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:15 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-Cu910pHMgNp7KROXIghib8CXBrGm4vM2OHrmktyoeug 4 8-14 8 4-0 12 8-0 17-0-0 24-0-0 2 3 4-0 32 8-0 36 3-2 41-0-0 q2 6-0 4-8-14 3-7-2 4-4-0 4-0-0 7_0 4-0-0 4.4-0 3-7-2 4-8-14 1-6-0 Scale = 1:71.3 5.00 12 5x6 = 6 30 5x8 = 31 7 19 -. ._ 17 16 ._ __ 14 ... 4x5 = 3x8 — 4x6 = 3x8 — 3x6 = 6x8 = 3x8 17-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CS1. TC 0.42 Be 0.59 WB 0.77 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl L/d -0.22 17-19 >999 360 -0.39 17-19 >999 240 0.06 14 n/a n/a 0.36 14-27 >282 240 PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-14 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 14=0-8-0, 12=0-8-0 Max Horz 1=-304(LC 10) Max Uplift 1=-661(LC 12), 14=1285(LC 12), 12=305(LC 12) Max Grav 1=1393(LC 17), 14=2115(LC 2), 12=185(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3004/1693, 2-3=-2723/1506, 3-5=-2749/1615, 5-6=1624/1098, 6-7=-1484/1075, 7-8=-1131/797, 8-10=-355/889, 10-11=438/865, 11-12=132/729 BOT CHORD 1-19=-1442/2975, 17-19=-893/2075, 16-17=-300/1099, 14-16=-134/533, 12-14=-611/211 WEBS 2-19=-342/332, 5-19=-445/941, 5-17=737/523, 6-17=-76/335, 7-17=-427/732, 7-16=352/342, 8-16=-299/889, 8-14=1966/1180, 10-14=262/221, 11-14=305/604 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Interior(1) 4-1-3 to 17-0-0, Exterior(2R) 17-0-0 to 22-9-9, Interior(1) 22-9-9 to 24-0-0, Exterior(2R) 24-0-0 to 29-9-9, Interior(1) 29-9-9 to 42-6-11 zone; porch right exposed;C-C for This item has been members and forces 8r MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are 3x4 MT20 unless otherwise indicated. Printed copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Signed and Sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signature must be verified =661, 14=1285, 12=305. On any electronic Copies. Philip J. ORagan PE No,68126 MiTek USA, Inc. FL Cart 66U \ 6904 Parke East Blvd. Tampa FL 33810 Data: August 12,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119l2020 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 -L•��YGq a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i� iTek` 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 ANSIITP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004035 77727 G6 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:16 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-h5i7c91_bhxsybzjrOCx8MIiXFaBpLFBFxaJGKyoeuf r 6-9-5 i 10-7-0 14-10-6 19-0.0 i20-6-0 i22-0-0 28-1-6 32.8-0 34-2-ta 36-4-0 41-0.0 ,42-6.0 6.9-5 3-9-11 4-3-6 4.1-10 1-6-0 1-6-0 6-1-6 4-6.10 1-6-13 2-1-3 4-8-0 1-6-0 3x8 z: 2.50 12 6-9-5 5.00 12 5x6 = 5xB = 32 -- 18 18 17 — 15 14 — 3x8 ZZ 3x6 = 3x4 = 3x6 = 6x8 = 3x4 11 4x5 = 3x5 = Scale = 1:75.5 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 FBC2020/rP12014 CSI. TC 0.44 BC 0.71 WB 0.86 Matrix -MS DEFL. in (loc) I/deft Lid Vert(LL) -0.29 21-26 >999 360 Vert(CT) -0.63 21-26 >623 240 Horz(CT) 0.20 15 n/a n/a Wind(LL) 0.36 21 >999 240 PLATES GRIP MT20 244/190 Weight: 234 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-20 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 15=0-8-0, 12=0-8-0 Max Horz 1=337(LC 10) Max Uplift 1=-600(LC 12), 15=1585(L(C 12), 12=-602(LC 17) Max Grav 1=1024(LC 1), 15=2418(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3715/2342, 2-3=3186/1915, 3-5=3206/2023, 5-6=915/778, 6-7=-815/768, 7-8=-719/632, 8-10=-263/228, 10-11 =1 268/1862, 11-12=624/1735 BOT CHORD 1-21=-2047/3703, 20-21=-668/1559, 19-20=-106/614, 18-19=-109/603, 17-18=-179/323, 15-17=-168811396, 14-15=1533/684, 12-14=-1533/684 WEBS 2-21=-507/526, 5-20=-1124/771, 7-18=621/364, 8-18=527/931, 8-17=-1147/910, 10-1 7=-1 394/2076, 10-15=2142/1507, 5-21 =-1 174/2226, 11-15=425/968, 11-14=-498/184, 7-20=-375/723 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Interior(1) 4-1-3 to 19-0-0, Exterior(2E) 19-0-0 to 22-0-0, Exterior(2R) 22-0-0 to 27-9-9, Interior(1) 27-9-9 to 42-6-11 zone; porch right exposed;C-C for members and forces & 'MWFRS This item has been for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed COp12S Of this 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 document will fit between the bottom chord and any other members. are not considered 7) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity of bearing surface. Signature must be Verified mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 8 )1=600,15=1585,12=602. y c copProvide on an electronic IBS. Philip J. ORegan PE No.58126 MTek USA, Inc. FL Cart 6634 0904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with Mi rek® 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 Inv 11* building design. Bracing indicated Is to prevent buckling of Individual truss web anti/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 ANS11TPN Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply JESUS MONAC0 T25004036 77727 G7 ROOF SPECIAL 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:17 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-9HGVpVlcM_3jalYwP5jAhZHtlfvsYnpLUbKtpmyoeue 6-9-5 10-7-0 15 6 8 20-0-0 27-1-0 32 8-0 3 -8-1 36 4-0 41-0-0 2 6-0 6-9-5 3-9-11 4-11 8 4-11-8 6-7-6 5-6-t0 1-0 1 2-7-3 4-8-0 1 6-0 0 5x6 = 5.00 12 17 " 16 14 13 3x8 2.50 12 5x8 = 4x6 = 3x6 = 6x8 = 3x4 11 3x5 = = 27-1.6 32-8-0 36-4-0 41-0-0 Scale = 1:73.1 II 2 Ig1N 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI. TC 0.44 BC 0.81 WB 0.90 Matrix -MS DEFL. Iin (IDc) Vdefl L/d Vert(LL) -0.45 17-18 >863 360 Vert(CT) -0.90 17-18 >435 240 Horz(CT) 0.21 14 n/a n/a Wind(LL) 0.37 18 >999 240 PLATES MT20 MT18HS Weight: 218 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 5-17, 9-16 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 14=0-8-0, 11=0-8-0 Max Horz 1=-362(LC 10) Max Uplift 1=-598(LC 12), 14=-1595(LC 12), 11=693(LC 17) Max Grav 1=1217(LC 17), 14=2613(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4408/2338, 2-3=-3866/1913, 3-5=-3891/2031, 5-6=-875/706, 6-7=-869/691, 7-9=-405/195, 9-1 0=-1 283/2226, 10-11=-647/2044 BOT CHORD 1-18=-2031/4393, 17-18=-591/1706, 16-17=-48/265, 14-16=-1971/1396, 13-14=-1816/706, 11-13=1816/706 WEBS 2-18=-522/517, 5-18=-1226/2841, 5-17=-13021780, 6-17=-202/381, 7-17=404/946, 7-16=-1089/827, 9-16=-1446/2492, 9-14=-2321/1521, 10-14=-438/960, 10-13=-504/173, 3-18=-245/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Interior(1) 4-1-3 to 20-6-0, Exterior(2R) 20-6-0 to 24-7-3, Interior(1) 24-7-3 to 42-6-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; This item has been Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies Of this 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 document will fit between the bottom chord and any other members, with BCDL = 10.Opsf. are not Considered 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity of bearing surface. signature must be verified 8yProvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) ronic co on any elect12S. p 1=598, 14=1595, 11=693. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 ` Date: August 12,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED fvIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 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 ANSVlP11 Quality Criterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. ' Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004037 77727 GRID Hip Girder 1 1 Job Reference (optional) L,namoers 1 russ, von rlerce, rL - b4VUZ, t1.43U s Jun Z ZUzi MI I eK mausines, Inc. I nu Aug lZ umiu:ly ZUZI rage i ID:VAZsJGaLNiNjctYV1EOsXxygfrq-5gOGEBKsucJQp2ilXWlem N7UTg101Qdxvpzteyoeuc -0, 3-9-14 7-0 0 11-9-14 16-6-0 21-2-2 26•D-0 29-2-2 NO 0 34 6-0 1 8 0' 3-9-14 3-2-2 4-9-14 4-8-2 4-8-2 4-9-14 3-2-2 3-9-14 5x8 MT18HS = 5.00 FIT 4 5x8 MT18HS = 5x8 MT18HS = 27 28 5 29 30 31 6 32 33 34 35 7 36 37 8 Scale = 1:59.0 PPPW opo Pe imi 4,4 o 18 4x8 = 117 38 39 16 40 41 15 42 43 48 = 7x8 MT18HS = 44 14 45 46 13 7x8 MT18HS = 4x8 A 0 1114 12 4x8 = 3-9-14 7-0-0 11-9-14 16-0-0 21-2-2 26-0-0 29-2-2 33-0-0 3-9-14 3-2-2 4-9-14 4.8-2 4-8-2 4-9-14 3-2-2 3-9.14 Plate Offsets (X,Y)-- [2:0-1-9,0-0-41, [4:0-4-0,0-1-131, 16:0-4-0,0-3-01, [8:0-4-0,0-1-131, [10:0-1-9,0-0-41, [14:0-4-0,0-4-81, [16:0-4-0,0-4-81, [19:0-2-2,0-1-81, [21:0-2-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.46 15 >870 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.85 15 >464 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.74 15 >537 240 Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-133(LC 23) Max Uplift 2=-1812(LC 8), 10=1816(LC 8) Max Grav 2=2588(LC 1), 10=2594(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6045/4054, 3-4=-5955/4072, 4-5=5572/3855, 5-6=7485/5136, 6-7=-7516/5159, 7-8=-5586/3865, 8-9=-5969/4082, 9-10=-6060/4066 BOT CHORD 2-18=-3621/5556, 17-18=-3621/5556, 16-17=-4894/7447, 15-16=5379/8173, 14-15=-5379/8173, 13-14=-4917/7479, 12-13=3631/5570, 10-12=-3631/5570 WEBS 3-17=-373/314, 4-17=-112811834, 5-17=-2242/1486, 5-16=-256/672, 6-16=-848/557, 6-15=-49/433, 6-14=-811/531, 7-14=244/672, 7-13=-2264/1502, 8-13=-1137/1844, 9-13=-372/312 Structural wood sheathing directly applied or 2-2-12 oc puffins. Rigid ceiling directly applied or 4-5-13 oc bracing. 1 Row at micipt 5-17, 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 2=1812, 10=1816. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. YRagan PE No.68126 MiTek USA, Inc. FL Cart 6834 6004 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 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 t� p� 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 ANSI1TPI1 Quality Criteria, DSB-89 and OCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MONACOT25004037 77727 GRD Hip Girder 1 IIESUS ob Reference (optional) i.namuers rrusb, rorr rierce, rL-0 =/. 8.4:iU a Jun 2 ZUZ1 MI I eK mtlustries, Inc. 7 hU Aug 12 08:19:19 2021 Page 2 ID:VAZsJGaLNiNjctYV1 EOsXxyqfTq-5gOGEBKsucJQp2iIXWlem_N7UTg101Qdxvpzteyoeuc NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 214 lb down and 345 lb up at 7-0-0, 144 lb down and 178 lb up at 9-0-12, 144 lb down and 178 lb up at 11-0-12, 144_lb down and 178 lb up at 13-0-12, 144 lb down and 178 lb up at 15-0-12, 144 lb down and 178 lb up at 17-0-12, 144 lb down and 178 lb up at 17-11-4, 144 lb down and 178 lb up at 19-11-4, 144 lb down and 178 lb up at 21-11-4, and 144 lb down and 178 lb up at 23-11-4, and 214 lb down and 345 lb up at 26-0-0 on top chard, and 349 lb down and 269 lb up at 7-0-0, 85 lb down and 28 lb up at 9-0-12, 85 lb down and 28 lb up at 11-0-12, 85 lb down and 28 lb up at 13-0-12, 85 lb down and 28 lb up at 15-0-12, 85 lb down and 28 lb up at 17-0-12, 85 lb down and 28 lb up at 17-11-4, 85 lb down and 28 lb up at 19-11-4, 85 lb down and 28 lb up at 21-11-4, and 85 lb down and 28 lb up at 23-11-4, and 349 lb down and 269 lb up at 25-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54, 4-8=54, 8-11=54, 2-10=-20 Concentrated Loads (lb) Vert: 4=-158(F) 8=158(F) 17=349(F) 13=-349(F) 27=-109(F) 28=109(F) 29=-109(F) 31=-109(F) 32=109(F) 33=-109(F) 35=-109(F) 36=109(F) 37=-109(F) 38=-65(F) 39=-65(F) 40=65(F) 41=65(F) 42=-65(F) 43=-65(F) 44=-65(F) 45=65(F) 46=65(F) A WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek0 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 prop edy 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 ivi iTek• 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 ANSI/TP/f Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suhe 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004038 77727 GRE HIP GIRDER 1 Job Reference (optional) Gnambers I russ, Fort Pierce, FL - 3491:12, 6.43U s Jun 2 2U21 MI I eK Industries, Inc. I hu Aug 12 U6:19:24 2021 Page 1 ID:VAZsJGaLNiNjctYV1EOsXxygfrq-SdB9HuO?j8xjvgaGJ3LpT24x1UGFh?bN5BWkZsyoeuX 1 6-0 5-0-0 10-3-7 15 5-2 20JLA4 25-8-9 31-0-0 36-0-0 37�-0 1-6-0 5-0-0 5-3 7 5-1-11 5-1-11 5-1-11 @-3-7 5-0-0 1 6 0 7x8 MT18HS = 4x4 = 5.00 12 4x4 = 5x8 MT18HS = 3x4 11 3 28 29 30 4 31 32 33 534 6 35 7 36 37 38 Scale = 1:68.2 7x8 MT18HS = 4x4 = 39 8 40 41 429 19 43 44 18 45 17 46 16 47 48 49 15 50 51 14 52 13 53 54 12 4x6 = 3x4 11 4x5 = 6x8 = 4x4 = 4x8 = 6x8 = 4x5 = 3x4 II 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 1.23 15-16 >352 240 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.87 15-16 >499 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(CT) -0.18 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD 3-6,6-9: 2x6 SP No.2 BOT CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-105(LC 6) Max Uplift 2=-2720(LC 8), 10=2720(LC 8) Max Grav 2=2210(LC 1), 10=2210(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5220/6369, 3-4=-8243/10136, 4-5=-9883/12144, 5-7=-9878/12135, 7-8=9878/12135, 8-9=-8243/10136, 9-10=-5219/6368 BOT CHORD 2-19=-5748/4794, 18-19=-5783/4819, 16-18=-9957/8240, 15-16=11968/9883, 13-15=-9957/8240, 12-13=578214818, 10-12=5748/4794 WEBS 3-19=-485/421, 3-18=-4472/3710, 4-18=-1157/1328, 4-16=-2153/1769, 5-16=416/437, 7-15=410/435, 8-15=-2144/1764, 8-13=-1156/1327. 9-13=-4473/3710, 9-12=485/421 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 443 lb FT = 20% Structural wood sheathing directly applied or 4-9-3 oc purlins. Rigid ceiling directly applied or 4-4-12 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 94' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Gt=lb) 2=2720, 10=2720. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. OrRegan PE No.58126 MiTek USA, Inc. FL Cart 611U 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 e ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 5/19/2020 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 i 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 ANSUTP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004038 77727 GRE HIP GIRDER 1 n L Job Reference (optional) Chambers Truss, Fort Pierce, FL - 349B2, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:24 2021 Page 2 ID:VAZsJGaLNiNjctYVIEOsXxygfTq-SdB9HuO?j8xjvgaGJ3LpT24x1UGFh?bN5BWkZsyoeuX NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 177 lb down and 343 lb up at 5-0-0, 63 lb down and 137 lb up at 7-0-12, 63 lb down and 137 lb up at 9-0-12, 63 lb down and 137 lb up at 11-0-12, 63 lb down and 137 lb up at 13-0-12, 63 lb down and 137 lb up at 15-0-12, 63 lb down and 137 lb up at 17-0-12, 63 lb down and 137 lb up at 18-11-4, 63 lb down and 137 lb up at 20-11-4, 63 lb down and 137 lb up at 22-11-4, 63 lb down and 137 lb up at 24-11-4. 63 Ib down and 137 lb up at 26-11-4, and 63 lb down and 137 lb up at 28-11-4, and 177 lb down and 343 lb up at 31-0-0 on top chord, and 104 lb down and 151 lb up at 5-0-0, 44 lb down and 65 lb up at 7-0-12, 44 lb down and 65 lb up at 9-0-12, 44 lb down and 65 lb up at 11-0-12, 44 lb down and 65 lb up at 13-0-12, 44 lb down and 65 lb up at 15-0-12, 44 lb down and 65 lb up at 17-0-12, 44 lb down and 65 lb up at 18-11-4, 44 lb down and 65 lb up at 20-11-4, 44 lb down and 65 lb up at 22-11-4. 44 lb down and 65 lb up at 24-11-4, 44 lb down and 65 lb up at 26-11-4, and 44 lb down and 65 lb up at 28-11-4, and 104 lb down and 151 lb up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-9=54, 9-11=54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-130(F) 6=53(F) 9=130(F) 19=-92(F) 12=-92(F) 29=-53(F) 30=-53(F) 31=53(F) 32=53(F) 34=-53(F) 35=-53(F) 36=-53(F) 38=53(F) 39=53(F) 40=-53(F) 41=-53(F) 43=-42(F) 44=42(F) 45=42(F) 46=-42(F) 47=-42(F) 48=-42(F) 49=42(F) 50=-42(F) 51=-42(F) 52=-42(F) 53=-42(F) 54= 42(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5l19/2020 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 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 ANSI/lP/i Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004039 77727 GRG HIP GIRDER 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34962, 8.430 s Jun 2 2021 MI I ek industries, inc. Thu Aug 12 utl: um 2U21 rage 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-GnZQYxSml_isdl2QgKSDiJK?YuQO5gWFT7z3mWyoeuR 1 6 0, 5-0-0 10-3-14 15-6-0 19-10-0 23-11-14 28-3-7 30-4-0 32-8-0 36 0-0 41-0-0 g2-6-0 1 6-0 5-0-0 5-3 14 5-2-2 4-4-0 4-1-14 4-3-9 2-0.9 2-4-0 3-4-0 5-0 0 Scale = 1:73.2 5.00 12 5x6 = 4x8 = 3 37 38 4 39 40 41 5 42 4x6 = 436 74445 7x8 = 5x8 = 8 4647 9 48 49 5x8 MT18HS = 5051 10 52 11 2 d1 1 1 17 12 d 60 61 20 62 19 63 IT 26 24 23 —_ 5x8 MT18HS II 16 65 15 14 53 54 25 55 56 57 58 59226x8 66 67 5x6 = 5x8 = 6x10 = 3x5 = 3x6 = 3x6 11 3x5 = 10-3-14 15 6-0 19-10-0 23-11-14 28-3-7 30-0-0 32-6-0 36-0-0 41-0-0 5-0-0 5-3-14 5-2-2 4 4-0 4-1-14 4-3-9 2-0-9 2�-0 3 4-0 50 Plate Offsets (X,Y)— [3:0-3-0,0-2-4], [7:0-3-0,Edge], [9:0-3-8,0-2-8], [11:0-5-12,0-2-8], [17:0-2-8,0-2-8], [18:0-4-0,0-0-0], [19:0-3-8,0-2-8], [21:0-2-12,0-3-4], [23:0-3-0,0-1-12], [27:0-2-2,0-1-81,[29:0-2-2,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.44 21 >901 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.82 22 >478 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) 0.11 15 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.69 21 >568 240 Weight: 423 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 10-15: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0, 15=0-8-0 Max Horz 2=110(LC 7) Max Uplift 2=1250(LC 8), 12=1024(LC 29), 15=2984(LC 8) Max Grav 2=1682(LC 1), 12=312(LC 7), 15=4211(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3662/2571, 3-4=-3402/2454, 4-5=5205/3560, 5-6=7514/4944, 6-8=-8124/5316, 8-9=-986/1569,9-10=-4852/7642,10-11=-4260/6750,11-12=-1406/2870 BOT CHORD 2-26=-2236/3336, 24-26=-3381/5205, 23-24=-3489/5453, 22-23=581/917, 6-21=-281/276, 20-21 =2745/4477,19-20=2745/4477, 18-19=1569/1164, 17-18=-432/440, 16-18=-337/235, 15-16=-11381724, 14-15=-2871/1894, 12-14=-2629/1413 WEBS 3-26=-574/969, 4-26=-1994/1196, 4-24=-37/416, 5-24=311/118, 5-23=-912/717, 21-23=2919/4572, 5-21 =-1 389/2221, 8-20=-104/331, 14-17=-544/317, 15-17=-3942/2800, 10-17=664/529, 11-17=-4386/3181, 9-17=-6298/4007, 9-19=-797/1376, 8-19=-6250/4042,8-21=-2474/3771 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: This Item has been Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. sealed by ORegan, Philip, PE Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 8-20 2x4 - 1 row at 0-4-0 oc, member 9-19 2x4 - 1 row at 0-4-0 using a Digital Signature. oc, 2x6 - 2 rows staggered at 0-9-0 oc. Printed copies of this 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 document ply connections have been provided to distribute only loads noted as (F) or (B), finless otherwise indicated. are not considered 3) Unbalanced roof live loads have been considered for this design. signed and Sealed and the 4) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. signature must be verified • 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 on any electronic copies. 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Philip J. O'Regan PE No.68126 6) Provide adequate drainage to prevent water ponding. MiTek USA, Inc. FL Cart 6634 7) All plates are MT20 plates unless otherwise indicated: 6904 Parke East Blvd. Tampa FL 33810 8) All plates are 3x4 MT20 unless otherwise indicated. Date: 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. August 12,2021 e WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE trill-7470 rev. 5/19/2020 BEFORE USE Design valid for use only with MTek® 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 � nn �Ao• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI iTek• 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 ANSUIPii Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004039 77727 GRG HIP GIRDER 1 n L Job Reference (optional) unamoers truss, tort vierce, tL - seats[, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:30 2021 Page 2 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-GnZQYxSmI_isdl2QgKSDiJK?YuQO5gWFT7z3mWyoeuR NOTES- 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1250, 12=1024, 15=2984. 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 331 lb up at 5-0-0. 115 lb down and 123 lb up at 7-0-12, 115 lb down and 123 lb up at 9-0-12, 115 lb down and 123 lb up at 11-0-12, 115 lb down and 123 lb up at 13-0-12, 115 lb down and 123 lb up at 15-0-12, 115 lb down and 123 lb up at 17-0-12, 115 lb down and 123 lb up at 19-0-12, 111 lb down and 99 lb up at 20-6-0, 111 lb down and 99 lb up at 21-11-4, 111 lb down and 99 lb up at 23-11-4, 111 lb down and 99 lb up at 25-11-4, 111 lb down and 99 lb up at 27-11-4, 111 lb down and 99 lb up at 29-11-4, 115 lb down and 123 lb up at 31-114, and 63 lb down and 137 lb up at 33-114, and 177 lb down and 345 lb up at 36-0-0 on top chord, and 107 lb down and 162 lb up at 5-0-0, 47 lb down and 17 lb up at 7-0-12, 47 lb down and 17 lb up at 9-0-12, 47 lb down and 17 lb up at 11-0-12, 47 lb down and 17 lb up at 13-0-12, 47 lb down and 17 lb up at 15-0-12, 47 lb down and 17 lb up at 17-0-12, 47 lb down and 17 lb up at 19-0-12, 51 lb down and 43 lb up at 20-6-0, 51 lb down and 43 lb up at 21-11-4, 51 lb down and 43 lb up at 23-11-4, 51 lb down and 43 lb up at 25-11-4, 51 lb down and 43 lb up at 27-11-4, 51 lb down and 43 lb up at 29-11-4, 52 lb down and 12 lb up at 31-11-4, and 44 lb down and 65 lb up at 33-11-4, and 104 lb down and 151 lb up at 35-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-11=54, 11-13=-54, 22-31=-20, 18-21=20, 16-34=-20 Concentrated Loads (lb) Vert: 3=-134(B) 11=130(B) 26=-87(B) 5=-57(B) 8=-44(B) 20=-51(B) 14=92(B) 37=-57(B) 38=-57(B) 39=-57(B) 40=57(B) 42=57(B) 43=-57(B) 44=-44(B) 45=-44(B) 46=-44(B) 48=44(B) 49=-44(B) 51=-57(B) 52=-53(B) 53=-38(B) 54=38(13) 55=-38(B) 56=-38(B) 57=38(B) 58=38(B) 59=-38(B) 60=-51(B) 61=-51(B) 62=51(B) 63=-51(B) 64=51(B) 65=38(B) 67=-42(B) ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not BE a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall Inv building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivoiTek' 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 ANSI?P/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Sufle 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply T25004040 77727 GRK ROOF SPECIAL GIRDER 1 1ce FJENACO o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:32 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfrq-DAgAydUOgbyat2ConlUhnkPPoi21ZcFYwRS9rOyoeuP 5-7 8 10.7-0 13-6 8 16 6-0 20-6-0 24-3-0 28-0-0 I, 0 36-0-0 41-0-0 1 G-0 5-7 8 4-11 8 2-11 8 2-11 8 4-0-0 3-9-0 3-9-0 4-8 0 3-0-0 5-0-0 1-0 0 3x6 'Z: 2.50 F12 10-7-0 5.00 12 5x6 6-6-0 19 18 17 '" 15 "" 14 5x12 = 3x6 = 6x8 = 3x10 = 3x5 = Scale=1:73.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TP12014 CSI. TIC 0.55 BC 0.75 WB 0.73 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) -0.27 21-22 >999 360 Vert(CT) -0.50 21-22 >782 240 Horz(CT) 0.19 15 n/a n/a Wind(LL) 0.37 21-22 >999 240 PLATES MT20 MT18HS Weight: 222 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-2 oc bracing. WEBS 2x4 SP No.3 *Except* 10-17: 2x4 SP M 30, 10-15: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 15=0-8-0, 12=0-8-0 Max Horz 1=-295(LC 23) Max Uplift 1=-619(LC 25), 15=1823(LC 8), 12=647(LC 6) Max Grav 1=1040(LC 1),15=2553(LC 1),12=14(LC 18) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3777/2162, 2-4=-3214/1817, 4-5=3217/1926, 5-6=1311/913, 6-7=-1329/905, 7-8=-1249/872, 8-9=-1126/744, 9-10=-404/273, 10-11=135212458, 11-12=-756/1755 BOT CHORD 1-22=-1887/3698, 21-22=-1895/3713, 20-21=-774/1806, 19-20=-497/1145, 18-19=-461/968,17-18=-227/391,15-17=-2458/1531,14-15=-1562/807,12-14=-1551/814 WEBS 2-21=-589/436, 4-21=-277/258, 5-21=1047/2016, 5-20=-1109/638, 6-20=521/792, 7-20=-172/270, 7-19=-352/161, 8-19=99/295, 8-18=-421/292, 9-18=-557/1029, 9-17=-11011716, 10-17=1583/2712, 10-15=-1468/954, 11-15=-1763/1453, 11-14=-336/288 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9� Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=619, 15=1823, 12=647. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 137 lb up at 33-11-4, and 226 lb down and 345 lb up at 36-0-0 on top chord, and 44 lb down and 65 lb up at 33-11-4, and 104 lb down and 151 lb up at 35-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Rogan PE No.58126 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33010 Date: August 12,2021 SE S section loads applied to the face of the truss are noted as front F or back B . ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 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 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply JESUS MONACO T25004040 77727 GRK ROOF SPECIAL GIRDER 1 1 Job Reference 6o tional L,namoers truss, r-on: rlerce, t-L - s4aoz, 8.43U s Jun 2 ZU21 MITeK Industries, Inc. Thu Aug 12 08:19:32 2021 Page 2 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-DAgAydUOgbyat2ConlUhnkPPoi2lZcFYwRS9rOyoeuP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=54, 6-9=54, 9-11=54, 11-13=-54, 21-25=20, 19-21=20, 19-28=-20 Concentrated Loads (lb) Vert: 11=-130(F) 14=92(F) 32=-53(F) 33=-42(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 iViiTek' 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 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylntonnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004041 77727 HVA Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MTek Industries, Inc. Thu Aug 12 08:19:33 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-hMEYAzVebv4RUCm?LS?wKxyg56YtIDQh95gNgyoeuO 7-10-8 27-1-8 35-0-0 7-10-8 19-3-0 7-10-8 4x4 = 5.00 F12 3x5 = 21 5622 4x4 = 8 Scale=1:56.4 2 9 20 23 1 10 3x4 i:o- 19 7-10-8 18 17 16 15 14 13 12 3x6 = 3x6 = 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 FBC2020ITP12014 CSI. DEFL. in (loc) I/deft L/d TC 0.13 Vert(LL) n/a n/a 999 BC 0.09 Vert(CT) n/a n/a 999 WB 0.09 Horz(CT) 0.00 10 n/a n/a Matrix-S 11 3x4 35-0-0 7-10-8 PLATES GRIP MT20 2441190 Weight: 127 lb FT = 20% 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. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 35-0-0. (lb) - Max Hors 1=-113(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 10 except 15=-175(LC 12), 11=223(LC 12), 14=238(LC 9). 19=-223(LC 12), 16=-238(LC 8), 18=145(LC 12), 12=-145(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 10 except 15=305(LC 1), 11=326(LC 18), 14=388(LC 21), 19=326(LC 17). 16=388(LC 22). 18=308(LC 21), 12=308(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 9-11=-244/299, 7-14=-290/311, 2-19=244/299, 4-16=-290/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-8, Exterior(2R) 7-10-8 to 13-0-0, Interior(1) 13-0-0 to 27-1-8, Exterior(2R) 27-1-8 to 32-0-14, Interior(1) 32-0-14 to 34-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. This Item has been 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. using a Digital Signature. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10 except Printed copies of this p (jt=lb) 15=175, 11=223, 14=238, 19=223, 16=238, 18=145, 12=145, document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No,68126 MTek USA, Inc. FL Cert 6636 6904 Parke East Blvd. Tampa FL 33810 Date: • August 12,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 5/19r2020 BEFORE USE. ' Design valid for use only with MTTeM 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 Nil building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrPlf quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply JESUS MONACO T25004042 77727 HVB Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:35 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-dlMJbfWv7WK9kWwNTt10PM1 OfvDPm7_cohpRjyoeuM 7-10.8 24-1.8 32-M 7-10-8 16-3.0 7-10-8 Scale = 1:51.5 5.00 FIT 4x4 = 5x6 = 4x4 = 3 18 4 19 5 20 6 21 7 2 8 17 22 1 9 -i_���������������¢������������aT•��¢�¢���EE�E¢����s�a_��ECt•:�aE��Eayy_ ��¢¢�������¢��EEE����E�EE����s������_¢�������C���EEEE��E�E¢E�w_�` 3x4 16 15 14 13 12 11 10 3x4 5x6 = 7-10-8 , 24-1-8 32-M 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 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) file n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 118 lb FT = 20% 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. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 32-0-0. (lb) - Max Horz 1=109(LC 11) Max Uplift All uplift 100 lb or less at joints) 1, 9,13 except 10=-222(LC 12), 12=221(LC 9), 16=222(LC 12), 14=-221(LC 8), 15=146(LC 12), 11=146(LC 12) Max Grav All reactions 250lb or less atjoint(s) 1, 9, 13 except 10=319(LC 18), 12=362(LC 21), 16=319(LC 17), 14=362(LC 22), 15=313(LC 21), 11=313(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown A rh WEBS 8-10=-239/293, 6-12=-273/291, 2-16=239/293, 4-14=-273/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-8, Extericr(2R) 7-10-8 to 12-4-13, Interior(1) 12-4-13 to 24-1-8, Exterior(2R) 24-1-8 to 28-7-13, Interior(1) 28-7-13 to 31-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This Item has been 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. electronically Signed and 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by ORegan, Philip, PE 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members. Flirted copies of this p 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 13 except (jt=lb) 10=222, 12=221,, 16=222, 14=221, 15=146, 11=146. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL cart 6634 6904 Parke East Blvd. Tampa FL 33810 ' Date: August 12,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■■ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004043 77727 HVC Valley 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:35 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-dlMJbfWv7 WK9kWwNTt1 OPM118vDgm7y_cOhpRjyoeuM i 7-10-8 20-1-8 28.0-0 7-10-8 12-3-0 7-10-8 5.00 12 4x4 = 4x4 = 3 17 18 4 195 20 21 6 Scale = 1:44.9 3x4 :- 15 14 13 12 11 10 9 3x4 — 3x6 = 20-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-S Weight: 102 lb FT = 20% 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. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 28-0-0. (lb) - Max Horz 1=-105(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 8 except 9=230(LC 12), 11=188(LC 9), 15=-227(LC 12), 13=-198(LC 8), 14=121(LC 12), 10=-125(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 8 except 9=329(LC 18), 11=313(LC 21), 15=324(LC 17), 13=332(LC 22), 14=266(LC 21), 10=269(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 7-9=-244/301, 2-15=-239/295, 4-13=248/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-8, Extedor(2R) 7-10-8 to 12-0-0, Interior(1) 12-0-0 to 20-1-8, Exterior(2R) 20-1-8 to 24-3-10, Interior(1) 24-3-10 to 27-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x3 MT20 unless otherwise indicated. This Item has been 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. Using a Digital Signature. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 8 except Qt=lb) printed copies of this p 9=230, 11=188, 15=227, 13=198, 14=121, 10=125. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004044 77727 HVD Valley 1 1 Job Reference o tienal Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:36 2021 Page 1 ID:VAZsJGaLNiNjctYV1EOsXxygfTq-5xwho?XXugSOMgVZOaZdyaaCrJa?VaC8r2QN_9yoeuL 7-10-8 16-1-8 24-0-0 7-10-8 B-3-0 7-10-8 5.0o 4x4 = 2x3 11 3 14 4 15 4x4 = Scale = 1:38.5 3x4 12 11 10 9 8 3x4 2x3 II 2x3 II 5x6 = 2x3 II 2x3 I I 16-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 7 n/a file BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 86 lb FT = 20% 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. WEBS 2x4 SP Nb.3 OTHERS 2x4 SP ND.3 REACTIONS. All bearings 24-0-0. (lb) - Max Horz 1=99(LC 11) Max Uplift All uplift 100 lb or less at joints) 1, 7 except 10=-203(LC 12), 8=-227(LC 12), 12=-227(LC 12), 11=-117(LC 12). 9=117(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 7 except 10=336(LC 21), 8=317(LC 18), 12=317(LC 17), 11=264(LC 1), 9=264(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 4-10=-256/266, 6-8=-232/299, 2-12=-232/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-8, Exterior(2R) 7-10-8 to 12-0-0, Interior(1) 12-0-0 to 16-1-8, Exterior(2R) 16-1-8 to 20-4-7, Interior(1) 20-4-7 to 23-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This Item has been 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) nco p Printed copies of this 10=203, 8=227, 12=227, 11=117, 9=117. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.56126 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 NiiTek' 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 ANSLITPII Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004045 77727 HVE Valley 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:37 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfrq-Z7U30LY9f8atzp4mal4sUn6JIjuKE1 OH4iAwWcyoeuK 7-10-8 12-1-8 20-M ' 7-10-8 4-3-0 7-10-8 4x4 = 13 14 4x4 = Scale: 3/8"=V 3x4 11 10 9 8 7 3x4 2x3 II 2x3 II 3x6 = 2x3 11 2x3 II 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 FBC2020/TPI2014 CSI. DEFL. in floc) I/deft Ltd TC 0.35 Vert(LL) n/a n/a 999 BC 0.18 Vert(CT) file n/a 999 WB 0.09 Horz(CT) 0.00 6 n/a file Matrix-S 20-0-0 7-10-8 PLATES GRIP MT20 244/190 Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 1=-99(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 6 except 7=224(1_C 12), 11=-224(LC 12), 10=-133(LC 12). 8=-133(LC 12) Max Grav All reactions 250lb or less atjoint(s) 1, 6 except 7=313(LC 18), 11=313(LC 17), 10=289(LC 21), 8=289(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 5-7=-229/314, 2-11=-229/314 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-8, Exterjor(2E) 7-10-8 to 12-1-8, Exterior(2R) 12-1-8 to 16-4-7, Interior(1) 16-4-7 to 19-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. This Item has been 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom chord and any other members. Sealed by ORegan, .Philip, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6 except (jt=lb) using a Digital Signature. 7=224, 11=224, 10=133, 8=133. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 A WARNING - Veri design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 q� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� 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 ANSI/rPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety/ntormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply JESUS MONACO T25004046 HVF Valley rty77727 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:38 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-1 J2RDgZnQRikbzfy8?b51?frk7GTzUGQJMvU22yoeuJ 7-10-8 Q-1-0 16-0-0 7-10-8 7-10-8 Scale = 1:25.3 4x5 = 8 7 6 3x4 2x3 II 2x3 11 2x3 II 3x4 16-0-0 Plate Offsets (X,Y)— [3:0-2-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-S Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-101(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 6=-231(LC 12), 8=231(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=260(LC 1), 6=323(LC 18), 8=324(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown WEBS 4-6=-239/394, 2-8=-240/395 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 8-0-2, Exterior(2R) 8-0-2 to 11-0-2, Interior(1) 11-0-2 to 15-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except (jt=lb) 6=231, 8=231. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6834 8904 Parke East Blvd. Tampa FL 33810 Date: • August 12,2021 A WARNING - Venly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 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 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 ANSI?P/r quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004047 77727 J1 JACK -OPEN 14 1 Job Reference (optional) i.neuruers r cuss, rurc rierce, rL - avant, tf.4;iU S Jun Z ZUZ1 MI I eK Industries, Inc. Thu Aug 12 08:19:39 2021 Page 1 ID:VAZsJGaLNiNjdYV1 EOsXxygfTq-WWbpROZPAIgbD7E8ij6KaCCbBXbEiyLaXOf1 allyoeul 1� 0 1-M 1� 0 1-M Scale = 1:7.1 1-0-0 1-0.0 Plate Offsets (X,Y)— 12:0-0-14,Edgej LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 4 ri/a n/a BCDL 10.0 Code FBC2020f'rP12014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=81(LC 12) Max Uplift 3=-8(LC 1), 2=-255(LC 12). 4=-22(LC 1) Max Grav 3=30(LC 12), 2=187(LC 1), 4=58(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=255. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.58126 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/1912020 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�9 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iui iTek• 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 ANSI?P/1 Duality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004048 77727 J3 JACK -OPEN 14 1 Job Reference o tional unambers I russ, Fort Pierce, FL - 34952, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:40 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-_i9CeMalx3ySgHpLFQdZ6QkmuwsBRPajmgOa7wyoeuH 1-0 0 3-0-0 1 SD 3-0-0 Scale = 1:11.3 3-0-0 3-0-0 Plate Offsets (X,Y)-- [2:0-0-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.02 4-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.01 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 14 lb FT = 20% 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. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=128(LC 12) Max Uplift 3=-61(LC 12), 2=272(LC 12), 4=-49(LC 9) Max Grav 3=58(LC 1), 2=215(LC 1). 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=272. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 68U 8904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall, - building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek° 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 bracingof trusses and truss systems, see ANSIYTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply JESUS MONACO T25004049 77727 J5 Jack -Open 13 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, -1-6-0 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:41 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-SujaribfiM4JSROXp88ofdHrtK6ZAsgt?K88fNyoeuG 5-0-0 Scale = 1:15.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.91 Vert(LL) -0.02 4-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.06 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(ILL) 0.07 4-9 >845 240 Weight: 20 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=176(LC 12) Max Uplift 3=-108(LC 12), 2=229(LC 12), 4=-2(LC 9) Max Grav 3=116(LC 17), 2=280(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=108, 2=229. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. PhilipJ. O'Regan PE No,58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply JESUS MONACO T25004050 77727 J5P JACK -OPEN 18 1 Job Reference o floral Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:42 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfrq-w5Hy32cITgCA4byjNrgl BrgBfkXevJ40D_thBpyceuF 1 6-0 5-0-0 ' 1-6-0 5-0-0 Scale = 1:15.4 5-0-0 5-0-0 Plate Offsets (X,Y)— [2:0-5-6,Edge), [2:0-0-4,Edge) 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 0.40 Vert(LL) 0.14 4-9 >422 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.04 4-9 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MP Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SIP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=176(LC 12) Max Uplift 3=-121(LC 12), 2=332(LC 12), 4=-91(LC 12) Max Grav 3=107(LC 1), 2=280(LC 1), 4=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 1-4-3, Interior(1) 1-4-3 to 4-11-4 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 chard and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except (jt=lb) This item has been 3=121, 2=332. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified - on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev 5/19/2020 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 HT ff 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 ANS11TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply JESUS MONACO ' T25004051 77727 J7 Jack -Open 11 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, I JX4 — 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:42 2021 Page 1 ID:VAZsJGaLNiNjctYV1EOsXxygfrq-w5Hy32cITgCA4byjNrg1Brg5bkXdvJ40D thBpyoeuF 7-M / 7-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.07 4-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.17 4-9 >479 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Ilia BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Wind(LL) 0.18 4-9 >460 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=224(LC 12) 7Max Uplift 3=-162(LC 12), 2=256(LC 12), 4=-8(LC 12) Max Grav 3=168(LC 17), 2=350(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:19.9 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 6-114 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=162, 2=256. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No,68126 MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek• 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-99 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004052 77727 JC5 Jack -Open 6 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:46 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-osWrvQfoXvjbYCGUchkzMh—izLpbr64c8crvKayoeuB -1 F-0 248-0 5-0-0 1 6-0 2-8-0 24-0 Scale = 1:15.4 248-0 5-0-0 2-8-0 24-0 Plate Offsets (X,Y)— [2:0-1-10,Edge1, [3:0-0-5,0-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.96 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.08 6 >781 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.05 5 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MR Wind(LL) 0.12 6 >509 240 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-4-12 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. OTHERS 2x4 SP No.3 \ REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=176(LC 12) Max Uplift 4=-83(LC 12), 2=229(1_C 12), 5=-26(LC 12) Max Grav 4=102(LC 17), 2=280(LC 1), 5=78(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-6-11 to 1-5-5, Interior(1) 1-5-5 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=229. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Ragan PE No.56126 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Deslgn.valid for use onlywith Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��®® a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse 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/rioli Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004053 77727 K ROOF SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:47 2021 Page 1 ID:VAZsJGaLNiNjctYVIEOsXxygn'q-H24r6lgQICrSAMrhAOFCuuXz IAtaMuINGbStlyoeuA 6-8-11 10-7: 16,6-0 20 6-0 26-0-0 32-8-0 34-0-q 6-a 41-0-0 a2 6 8 11 3-10-5 5-11-0 4110 5-0-0 6 8 0 1 4-0 7-0-0 1 6-0 Scale = 1:76.9 5.00 12 5x10 = 16 15 13 12 5x12 = 3x10 = 3x6 = 6x8 = 3x5 = 3x6 2.50 12 3x4 II 10-7-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.55 BC 0.68 WB 0.86 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Lid -0.37 16-17 >999 360 -0.83 16-17 >470 240 0.19 13 n/a n/a 0.39 17 >999 240 PLATES MT20 MT18HS Weight: 205 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 5-17, 8-15 8-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 13=0-8-0, 10=0-8-0 Max Horz 1=-295(LC 10) Max Uplift 1=-592(LC 12), 13=-1627(LC 12), 10=-648(LC 17) Max Grav 1=1002(LC 1), 13=2525(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3529/2356, 2-4=-3068/1985, 4-5=3095/2160, 5-6=1116/1014, 6-7=1131/866, 7-8=-505/345, 8-9=1331/2157, 9-10=-919/1939 BOT CHORD 1-17=-2030/3445, 16-17=-476/1095, 15-16=-127/545, 13-15=-2157/1599, 12-13=-1705/966, 10-12=-1703/984 WEBS 2-17=-475/485, 4-17=-333/403, 5-17=-1441/2388, 5-16=331/291, 6-16=-322/377, 7-16=-402/731, 7-15=-1036/806, 8-15=1841/2741, 8-13=1454/1116, 9-13=1127/1930, 9-12=-1116/212 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Interior(1) 4-1-3 to 16-6-0, Exterior(2R) 16-6-0 This item has been to 20-7-12, Interior(1) 20-7-12 to 34-0-0, Exterior(2R) 34-0-0 to 38-1-3, Interior(1) 38-1-3 to 42-6-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. Signature must be Verified Q Bearing at joint(s) 1 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verity on any electronic copies. S. capacity of bearing surface, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) Philip J. O'Regan PE No.56126 1=592, 13=1627, 10=648. MiTek USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 r Date: August 12,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ekO 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 ISO" 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 ANSIITP11 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2870 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty MONACOT25004054 ]PIy7JOESqUS 77727 K1 ROOF SPECIAL 1 Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:48 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-IFeDJ5g23WzJoWQtj6mRR649H9WAJp7vcwKOPTyoeu9 6 8 11 10 7-0 16-0-0 20 6-0 24-0-0 32-0-0 3 8 36 3.8 41-0-0 2-6 6-8-11 3-10-5 5-11.0 4-1 3 6.0 8-0-0 8- 3-7 8 411 1.6.0 5.00 12 5x10 = Scale = 1:76.9 16 15 ' ' 13 5x12 = 3x10 = x — 6x8 = 3x8 � 3x6 = 2.50 F12 24-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.38 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.85 16-17 >464 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.19 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.39 17 >995 240 Weight: 208 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-13 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 5-17. 9-15 9-15: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 13=0-8-0, 11=0-8-0 Max Horz 1=-295(LC 10) Max Uplift 1=-597(LC 12), 13=1603(LC 12), 11=-647(LC 17) Max Grav 1=1005(LC 1),13=2512(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3541/2387, 2-4=-3079/2055, 4-5=-3105/2228,5-6=-1104/1022,6-7=-1116/948, 7-8=787/702, 8-9=822/756, 9-10=1142/2004, 10-11=773/1816 BOT CHORD 1-17=2093/3480, 16-17=-519/1104, 15-16=416/815, 13-15=-1815/1273, 11-13=-1617/801 WEBS 2-17=-473/486, 4-17=-332/400, 5-17=-1468/2405, 5-16=329/250, 6-16=-217/265, 7-16=-201/388, 7-15=-961/804, 9-15=1758/2772, 9-13=2166/1470, 10-13=322/671 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Interior(1) 4-1-3 to 16-6-0, Exterior(2R) 1"-0 to 20-7-12, Interior(1) 20-7-12 to 32-0-0, Exterior(2R) 32-0-0 to 36-1-3, Interior(1) 36-1-3 to 42-&11 zone; porch right exposed;C-C electronically signed and for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 Signed and Sealed and the will fit between the bottom chord and any other members. Signature must be Verified 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify electronic On any copies. capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) Philip J.0'Rogan PE No.58126 1=597, 13=1603, 11=647. MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IVIII-7473 rev. 5/19/2020 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 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 ANSUTPII quality Criteria, DSB-89 and SCSI Building Component. 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004055 77727 K2 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:50 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-hdm_kniJb7Dl l paGrXpvWx9WuyCQnjUB3Ep6TLyoeu7 6 8-11 10-7-0 161-0 20.6-0 22-0-a 30-0-0 32-8-0 36-3-7 41-0-0 a2 6-a 6 8-11 3-10-5 5-11-0 T. 1-0 0 8-0-0 2 8 0 3-7-7 4 8 9 1 6 0 Scale = 1:77.0 5x10 = 5.00 12 .WA II 17 16 — 14 13 3x8 2.50 12 5x6 = 4x5 = 3x6 = 6x8 = 3x8 = = 4x6 = 10-7-0 20-6-0 22 0 a 30-0-0 3211 41-M 10-7-0 9-11-0 1.6-0 8-0-0 2-8-0 8-4-0 Plate Offsets (X,Y)— [1:0-1-5,0-0-6], [8:0-5-12,0-2-8], [11:0-6-6,Edge], [13:0-3-8 0-3-0], [19:0-2-2,0-1-8] 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 0.45 Vert(LL) -0.37 17-18 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.84 17-18 >468 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.20 13 n/a n/a BCDL 10.0 Code FBC20201rP12014 Matrix -MS Wind(LL) 0.39 18 >999 240 Weight: 213 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 8-16 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 13=0-8-0, 11=0-8-0 Max Horz 1=-295(LC 10) Max Uplift 1=-586(LC 12), 13=1656(LC 12), 11=586(1_C 17) Max Grav 1=1017(LC 1), 13=2454(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3618/2352, 2-4=-3136/1963, 4-5=3179/2136, 5-6=1133/984, 6-7=-1170/911, 7-8=-997/784, 8-9=417/602, 9-10=1305/1913, 10-11=919/1669 BOT CHORD 1-18=-2011/3579, 17-18=-465/1169, 16-17=-455/1023, 14-16=-557/727, 13-14=-1740/1479, 11-13=1476/932 WEBS 2-18=467/486, 4-18=-331/400, 5-18=1428/2454, 5-17=298/260, 7-16=-811/684, 8-16=-1307/1804, 8-14=-1459/1240, 9-14=-1264/1964, 9-13=-2143/1362, 10-13=-365/619 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Interior(1) 4-1-3 to 16-6-0, Exterior(2R) 16-6-0 to 20-7-12, Interior(1) 20-7-12 to 30-0-0, Exterior(2R) 30-0-0 to 34-1-3, Interior(1) 34-1-3 to 42-6-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. sealed by DRegan, Philip, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this p will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signature must be verified 1=586, 13=1656, 11=586. on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev 5/19/2020 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 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 ANSbTP/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply JESUS MONACO T25004056 77727 K3 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:51 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-9gKMy7jxMRLufz8SPEK83khfGMWvW9ULIuZgOoyoeu6 6-8-12 10-7-0 11r2,10 16-6-0 20-0-0 28-0-0 32-8-0 34 2-2 41-0-0 p2 & Q r 6 8-12 3-10-0 0- - 0 5 3� 3 6-0 8-0-0 4 8 0 1�i 2 6-9-14 1 6 0 Sx12 = 5.00 12 3x8 ::� 2.50 F12 -M = 5x12 = 3x6 = 6x8 = 4x6 = 3x6 = Scale = 1:77.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.54 BC 0.80 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(ILL) in (loc) Vdefl Ud -0.47 15-16 >838 360 -0.92 15-16 >425 240 0.21 12 n/a n/a 0.40 12-24 >253 240 PLATES MT20 MT18HS Weight: 209 lb GRIP 244/190 2441190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 7-15 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 12=0-8-0, 10=0-8-0 Max Horz 1=-295(LC 10) Max Uplift 1=-597(LC 12), 12=1603(LC 12), 10=729(LC 17) Max Grav 1=1202(LC 17), 12=2655(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4287/2399, 2-4=-3768/2070, 4-5=-3824/2245, 5-6=134211093, 6-7=1123/889, 8-9=-1032/2284, 9-10=-985/2237 BOT CHORD 1-16=-2104/4228, 15-16=-525/1395, 14-15=-209/287, 12-14=-2067/1325, 10-12=-1969/1038 WEBS 2-16=-494/485, 4-16=-327/405, 5-16=1481/2956, 5-15=280/273, 6-15=-8011748, 7-15=-938/1537, 7-14=-1230/954, 8-14=-1316/2506, 8-12=-2289/1111, 9-12=368/592 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Interior(1) 4-1-3 to 16-6-0, Exterior(2E) 16-6-0 to 20-0-0, Interior(1) 20-0-0 to 28-0-0, Exterior(21R) 28-0-0 to 32-1-3, Interior(1) 32-1-3 to 42-6-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This Item has been Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the this truss electronically signed and use of component. 4) Provide adequate drainage to prevent water ponding. Sealed by ORegan, Philip, PE 5) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed COpIBS Of this 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity of bearing surface. signature must be verified ;) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) on any electronic copies. 1=597, 12=1603, 10=729. PhilipJ. VRogan PE No.68126 MiTek USA, Inc. FL Cart 611 6904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use ontywith 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 propedy incorporate this design Into the overall , A� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTek• 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 ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply JESUS MONACO T25004057 77727 K4 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:52 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfrq-dOuk9TjZ71TIG7jeyyrNbyErxmtJFcSUXYIDYEyoeu5 35-0-0 5-11-5 10-7-0 11 2-10 16-6-0 18.0-0 20-6-0 26.0-0 32-8.0 3 - 2 41-0-0 -S-0 , 5-11.5 4-7-11 0- - 0 5-3-6 IN.; 2-6-0 5-6-0 6-8-0 0.6- 6-0-0 1.6.0 1-9-14 Scale = 1:76.9 3x8 = 2.50 12 IG-7-0 5x10 = 5.00 12 5x6 = 3x4 = 5x8 = 3x8 Z: 17 16 '" 14 "" 5x12 = 4x5 = 3x6 = 6x8 = 41.OA 4x5 = 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 FBC2020rrP12014 CSI. TIC 0.48 BC 0.73 WB 0.90 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (]cc) I/deft L/d -0.30 19-24 >999 360 -0.66 19-24 >596 240 0.20 14 n/a n/a 0.41 19 >962 240 PLATES GRIP MT20 2441190 Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-13 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-19, 9-16 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 14=0-8-0, 12=0-8-0 Max Horz 1=-295(LC 10) Max Uplift 1=-604(LC 12), 14=1567(LC 12), 12=595(LC 17) Max Grav 1=1029(LC 1),14=2395(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3732/2516, 2-4=-3185/2139, 4-5=3244/2326, 5-6=121411071, 6-7=-1127/1002, 7-8=-903/891, 8-9=-506/392, 9-11=-101211811, 11-12=-861/1738 BOT CHORD 1-19=-2220/3692, 18-19=-562/1225, 17-18=-416/914, 16-17=01384, 14-16=1587/1223, 12-14=-1527/910 WEBS 2-19=-515/532, 4-19=-371/435, 5-19=1529/2451, 5-18=214/262, 6-18=-442/376, 7-18=-316/674, 7-17=-858/606,8-17=724/936,8-16=-8661760,9-16=-1335/2132, 9-14=-2034/1335,11-14=-240/447 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Intedor(1) 4-1-3 to 16-6-0, Exterior(2E) 16-6-0 to 18-0-0, Interior(1) 18-0-0 to 26-0-0, Exterior(2R) 26-0-0 to 30-1-3, Interior(1) 30-1-3 to 42-6-11 zone; porch right exposed;C-C for This item has been members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • Printed copies of this p 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. document are not considered 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity of bearing surface. signature must be verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) on an electronic co 12S. 1=604, 14=1567, 12=595. y p PhilipJ. VRegan PE No.58126 MiTek USA, Inc. FL Cart 66U 9904 Padre EastBlvd. Tampa FL 33810 Date: August 12,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 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 MITe�• 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 ANSIMPlf Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type My Ply JESUS MONACO T25004058 77727 K5 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:53 2021 Page 1 ID:VAZsJGaLNiNjctYV1EOsXxygfrq-5CS6NpkBt2bcuHIrWIMc89n07AAp_4zeIC2m4gyoeu4 6-8-11 10-7-0 17-0-0 20 6-0 24-0-0 28 4-0 32.8-0 36 3-7 41-0-0 p2 6-0 6-8-11 3-10-5 6-5-0 3-6 0 3-0 0 4-4A 4-4 0 3-7-7 4-8-9 3x8 = 2.50 12 5.00 12 Sx6 = 3x4 = 5x8 = 5 30 6 31 7 oxiu 1 17 16 14 "" 5x12 = 3x4 = 3x6 = 6x8 = 3x8 24-0-0 32-8-0 41-0-0 Scale = 1:75.5 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 FBC2020/TPI2014 CSI. TC 0.46 BC 0.84 WB 0.89 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wtnd(LL) in (loc) Udefl Lid -0.38 19-24 >999 360 -0.74 19-24 >529 240 0.24 14 n/a n/a 0.38 19 >999 240 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 234 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-18, 8-14 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 14=0-8-0, 12=0-8-0 Max Horz 1=-304(LC 10) Max Uplift 1=-602(LC 12), 14=1579(LC 12), 12=-684(LC 17) Max Grav 1=1225(LC 17), 14=2598(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4376/2396, 2-4=-3871/2067, 4-5=13641937, 5-6=1230/947, 6-7=-870/779, 7-8=739/541, 8-10=-1038/2191, 10-11=1118/2164, 11-12=-729/2013 BOT CHORD 1-19=-2096/4318, 18-19=-1682/3827, 17-18=-284/971, 16-17=-55/598, 14-16=220/297, 12-14=-1792/754 WEBS 2-19=-477/455, 4-19=-778/1988, 4-18=2736/1399, 5-18=-66/285, 6-18=-373/882, 6-17=907/526, 7-17=-573/798, 7-16=647/517, 8-16=-490/1246, 8-14=-2720/1606, 10-14=257/216, 11-14=-3251619 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Interior(1) 4-1-3 to 17-0-0, Exterior(2R) 17-0-0 to 22-9-9, Interior(1) 22-9-9 to 24-0-0, Exteriar(2R) 24-0-0 to 29-9-9, Interior(1) 29-9-9 to 42-6-11 zone; porch right exposed;C-C for electronically signed and members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by DRegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies of this p 5) All plates are MT20 plates unless otherwise indicated. document are not Considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = 10.Opsf. On any electronic COPIES. 81 Bearing at joint(s) 1 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Philip J. O'Regan PE No.68126 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MiTek USA, Inc. FL Cart 6634 1=602, 14=1579, 12=684. 8904 Parke East Blvd. Tampa FL 33010 Date: August 12,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/192020 BEFORE USE. Design valid for use only, with MiTek® connectors. This design Is based onty upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall' building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Kghway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ssTruss Type Oty Ply JESUS MONACOT25004059 T 77727 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:55 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-2bZtnUmRPgrJ7bSDe404DasLZzuFSzdxDWXt9Zyoeu2 r 6-6-11 10-7-0 14-9-8 19-0-0 20-6-0,22.0.0 27-4-0 32.8.0 36.3.7 41-0.0 A2.6.0 6-8-11 3-10-5 4.2.8 4 e 1.6.0 1-6-0 5-40 I 4.8.9 1-6.0 5.00 FIT 3x8 ::: 2.50 F12 5x6 = 5x8 = 10 17 16 '" 14 "" 3x8 ZZ 3x6 = 3x4 = 3x6 6x8 = 4x5 = 3x8 = Scale = 1:75.5 Plate Offsets (X,Y)— [1:0-1-9,0-0-6], [6:0-3-0,0-2-4], [7:0-5-12,0-2-8], [12:0-6-2,Edge], [14:0-3-8 0-3-0] [18:0-3-0 0-0-10], [21:0-2-2,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.45 Vert(LL) -0.29 20-25 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.63 20-25 >623 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.20 14 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.36 20 >999 240 Weight: 233 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-19 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 14=0-8-0, 12=0-8-0 Max Horz 1=-337(LC 10) Max Uplift 1=-604(LC 12), 14=1565(LC 12), 12=593(LC 17) Max Grav 1=1028(LC 1), 14=2396(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3729/2389, 2-3=-3196/1959, 3-5=3215/2067, 5-6=928/802, 6-7=-823/791, 7-8=721/672, 8-10=322/190, 10-11=105111830, 11-12=686/1687 BOT CHORD 1-20=2091/3716, 19-20=-705/1581, 18-19=-130/619, 17-18=-135/605, 14-16=1612/1208, 12-14=1494/723 WEBS 2-20=-510/527, 5-20=1188/2220, 5-19=-11331782, 7-17=-615/302, 8-17=444/803, 8-16=-1037/842, 10-16=-1235/2066, 1D-14=-2084/1314, 11-14=-331/593, 7-19=-364/735 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=41ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 4-1-3, Interior(1) 4-1-3 to 19-0-0, Exterior(2E) 19-0-0 to 22-0-0, Exterior(2R) 22-0-0 to 27-9-9, Interior(1) 27-9-9 to 42-6-11 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. Sealed by ORegan, Philip, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' using a Digital Signature. 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 Printed copies of this p will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing surface. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) signature must be verified 1=604, 14=1565, 12=593. on any electronic Copies. Philip J. O'Rogan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 12,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 We[( 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 ANS11TP/7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss p Qty Ply JESUS MONACOT25004060 �T`IuAssOTNYAe. 77727 KJ5 HIP GIRDER 5 1 Job Reference (optional) Chambers I russ, Fort Fierce, FL - 34VI:12, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:55 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-2bZtnUmRPgrJ7bSDe404DasNSz78S B IxD WXt9Zyoeu2 r -2-1-7 3-9-9 7-0-2 2-1-7 3-9-9 3-2-9 Scale = 1:17.7 Id 7-0-2 Plate Offsets (X,Y)— [2:0-1-8 Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.23 4-9 >363 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.15 4-9 >566 240 BCLL 0.0 Rep Stress [nor NO WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MP Weight: 28 lb FT = 20% 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. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Horz 2=175(LC 8) Max Uplift 3=-164(LC 8), 2=-487(LC 8), 4=-129(LC 5) Max Grav 3=153(LC 1), 2=349(LC 1), 4=117(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 3=164, 2=487, 4=129. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 67 lb up at 1-6-1. 121 lb down and 67 lb up at 1-6-1. and 38 lb down and 76 lb up at 4-4-0, and 38 lb down and 76 lb up at 4-4-0 on top chord, This item has been and 115 Ib down and 50 lb up at 1-6-1, 115 lb down and 50 lb up at 1-6-1, and 16 lb down and 4lb up at 4-4-0, and 16 lb down and 4 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. electronically signed and 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). sealed by ORegan, Philip, PE LOAD CASE(S) Standard using a Digital Signature. 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Printed copies of this Uniform Loads (plf) document are not considered Vert: 1-3=54, 4-7=20 signed and sealed and the Concentrated Loads (lb) signature must be verified Vert: 12=58(F=29, B=29) 13=-7(F=-4, B=-4) on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6834 8904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 ® WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nlll-7473 rev. 5/192020 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 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply JESUS MONACOT25004061 T 77727 Diagonal Hip Girder 2 1 Job Reference (optional) Chambers truss, t-on Fierce, FL - 34962, 8.430 s Jun 2 2021 MTek Industries, Inc. Thu Aug 12 08:19:56 2021 Page 1 ID:VAZsJGaLNiNjctYVIEOsXxygfrq-Wn7F?gn4AzzAlklPBnwJmoPaxNLHBZ74RAGRh?yoeul -2-1-7 5-2-9 9-10-1 2-1-7 5-2-9 4-7-8 Scale = 1:22.7 3x4 = 3x4 = 5-2-9 4-7-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.05 7-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Weight: 45 lb FT = 20% 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 9-1-1 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP M 30 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=223(LC 24) Max Uplift 4=-127(LC 8), 2=477(LC 8), 5=213(LC 8) Max Grav 4=126(LC 1), 2=481(LC 1), 5=312(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=798/567 BOT CHORD 2-7=-639/737, 6-7=639/737 WEBS 3-7=-101/266, 3-6=785/680 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) This his item has been 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 67 lb up at electronically signed and 1-6-1. 121 lb down and 67 lb up at 1-6-1. 38 lb down and 76 lb up at 4-4-0, 38 lb down and 76 lb up at "-0, and 136 lb down and sealed by ORegan, Philip, PE 131 lb up at 7-1-15, and 136 lb down and 131 lb up at 7-1-15 on top chord, and 56 lb down and 50 lb up at 1-6-1, 56 Ito down and using a Digital Signature. 50 lb up at 1-6-1, 16 lb down and 57 lb up at 4-4-0, 16 lb down and 57 lb up at 4-4-0, and 44 lb down and 17 lb up at 7-1-15, and Printed copies of this p 44 lb down and 17 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. document are not considered 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signed and Sealed and the signature must be verified CASE(S) Standard on any electronic co 1) De 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 pies. Uniform Loads (plf) Philip J. VRegan PE No.68126 Vert: 1-4=54, 5-10=20 6LTek USA, [no. FL Cert 8634 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33810 ` Vert: 15=-70(F=-35, B=-35) 16=58(F=29, B=29) 17=-7(F=-4, B=4) 18=59(F=-30, B=-30) Date: August 12,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19t202O 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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� 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 ANSM11 quality Criteria, DSB.89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply JESUS MONACO T25004062 77727 V6 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12 08:19:58 2021 Page 1 • ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-SAF?QWoKibDu-2BoJCynrDUtBB?9fY2NvTIXluyoeu? 3-0-0 6-M 3-M 3-0-0 3x6 = 3x4 3x4 Scale = 1:11.1 Plate Offsets (X,Y)— [2:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 Csl. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=6-0-0, 3=6-0-0 Max Horz 1=32(LC 10) Max Uplift 1=-99(LC 12), 3=99(1_13 12) Max Grav 1=168(LC 1), 3=168(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-199/396, 2-3=199/411 BOT CHORD 1-3=315/155 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 ® WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ivlll-7473 rev. 5/19/2020 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 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 ANS11TPlf Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply JESUS MONACOT25004063 FVal 77727 V8 1 1 Job Reference o tional russ, Fort Pierce, FL - 34982, 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Aug 12C8:19:59 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygf rq-wMpNdspyTuLlcCm_twTONQ1_abOSO_gW87V5lKyoeu_ 4-0-0 8-M 4-M 4-M 3x4 tr- 2x3 II 4x4 = 3x4 Scale = 1:14.6 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.64 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 nla n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 3=8-0-0, 4=8-0-0 Max Horz 1=45(LC 10) Max Uplift 1=-85(LC 12), 3=85(LC 12). 4=-114(LC 12) Max Grav 1=118(LC 1). 3=118(LC 1), 4=248(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-173/348 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Qt=lb) 4=114. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified ` on any electronic copies. PhilipJ. 911agan PE No.68126 MiTek USA, Inc. FL Can 8634 6904 Parke East Blvd. Tampa FL 33810 Date: August 12,2021 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 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 Eva a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Oty Ply JESUS MONACOT25004064 FVussype 77727 V12 1 1 Job Reference o tional Chambers I russ, Port Pierce, PL-:14vm4, 8.430 s Jun 2 2021 MTek Industries, Inc. Thu Aug 12 08:19:57 2021 Page 1 ID:VAZsJGaLNiNjctYV1 EOsXxygfTq-_zhdCAnixH51 NuccIVRYl7xbdnejw3eDgp0_DRyoeuO 6-0-0 12-0.0 6-M 6-0-0 Scale = 1:18.9 46 = 4 3x4 t:'� 2x3 II 3x4 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 FBC2020rTP12014 CSI. TC 0.86 BC 0.45 WB 0.14 Matrix-S 12-M DEFL. in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 3=12-0-0, 4=12-0-0 Max Horz 1=73(LC 11) Max Uplift 1=-114(LC 12). 3=-114(LC 12), 4=-230(LC 12) Max Grav 1=175(LC 21), 3=175(LC 22), 4=439(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-288/466 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 6-0-0, Exterior(2R) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) T his item has been 1=114, 3=114, 4=230. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 MiTak USA, Inc. FL Cert 6634 6604 Parke Ea3t Blvd. Tampa FL 33810 Date: August 12,2021 ®WARNING - Vent, d-9n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTek' 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 ANSIMP/f quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-116rr For 4 x 2 orientation, locate plates 0- ''+6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 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 joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/rPl1: 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. O 2 U a. O F- t\e I..d 'In�J il, 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 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 ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved � 1♦ MI,Tek ® MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins 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/rPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. n