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ttti � Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �.� Fr MiTek" RE: 2866816 - 1820 B BLK NO HS MiTek USA, Inc. Site Information: 16023 Swingley Ridge Rd C esterfield, MO 63017 Customer Info: Adams Homes Port St Lucie Project Name: 1820 B Model: 18203 .434-1200 Lot/Block: 173PH3 Subdivision: WATERSTON& 5317 Vespera St Address: 5317 Vespera St, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City:- State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 31 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 1 147879827 A01 9/14/21 2 147879828 A02 9/14/21 3 147879829 A03 9/14/21 4 147879830 A04 9/14/21 5 147879831 A05 9/14/21 6 147879832 A06 9/14/21 7 147879833 A07 9/14/21 8 147879834 A08 9/14/21 9 147879835 A09 9/14/21 10 147879836 A10 9/14/21 11 147879837 All 9/14/21 12 147879838 Al2 9/14/21 13 147879839 B02 9/14/21 14 147879840 B03 9/14/21 15 147879841 B04 9/14/21 16 147879842 B05 9/14/21 17 147879843 Cl 9/14/21 18 147879844 C1 P 9/14/21 19 147879845 C1 V 9/14/21 20 147879846 C3 9/14/21 21 147879847 C3V 9/14/21 22 147879848 C5 9/14/21 No. Seal# Truss Name 23 147879849 C5V 24 147879850 D02 25 147879851 E3 26 147879852 E7 27 147879853 E7V 28 147879854 E7VP 29 147879855 H3 30 147879856 H7 31 147879857 HN The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Johnson, Andrew 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 designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek 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 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. Date 9/14/21 9/14/21 9/14/21 9/14/21 9/14/21 9/14/21 9/14/21 9/14/21 9/14/21 REVIEWED FOR CODE COMPUANCE ,'O ;: `��` p,EW JOyN ii is ����,, �o �,\ G E • . s02 No 84 43 ST E OF Off. %•�v: N �1111111 Andrew Johnson PE No.84943 MiTek USA, Inc. fi Cert 6634 16023 Swingley Ridge Road, Chesterfield, MO 63017 Date: September 14,2021 Johnson, Andrew 1 of 1 Job Truss Truss Type Oty Ply 1820 B BLK NO HS 147879827 2866816 A01 SPECIAL 8 1 - - Job Reference (optional) m O -'•""""'� �, ,�,,• y, , ��, , ,o„� �,�y, , ,- - .+.+.+ , 0.40U H HUy 10 4U41 IVII 1 UK 111UU5IoeS, MU. IVIUn Jep 10 14;00;U6 eue 1 rage i ID:1930GWBBpX3jR187zeOm7kz5?ad-h3YoH2_eRbDGfcJ7V72maFtAk26fllzP1 Ke_Gzye02o r1-4-q 6-3-0 11-11-12 19-10-0 27-8-4 33-5-0 39-8.0 At-O-q 1' 6-3.0 5-8-12 7-10-4 7.10.4 5.8-12 6-3-0 1-4-0 Scale = 1:72.2 5x6 = 6.00 12 5 ST1.5x8 STP = ST1.5x8 STP = 5x12 3.00 F12 5x12 8-8-0 17-6.8 22-1-8 31.0-0 39-8-0 8-8-0 8-10-8 4-6-15 B-10-8 Plate Offsets (X,Y)--[2:0-4-8,0-2-81,[4:0-4-0,0-3-0],[6:0-4-0 0-3-01[8:0-4-8 0-2-8] [10:0-4-0 0-5-0] [14:0-4-0 0-5-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.49 10-11 >960 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.83 10-11 >561 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.48 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 230lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 6-11, 4-12 13-14,10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=433(LC 9) Max Uplift 2=-81 O(LC 10), 8=-81 O(LC 10) Max Grav 2=1782(LC 15), 8=1782(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5794/2627, 3-4= 5560/2469, 4-5=-2715/1481, 5-6= 2676/1481, 6-7= 5238/2469, 7-8=-5483/2628 BOT CHORD 2-14=-2202/5538, 12-14=-1441/3786, 11-12=-649/2204, 10-11=-1441/3291, 8-10=-2202/4922 WEBS 5-1 1 =-425/1139, 6-11= 1436/820,-6-10— 682/2000, 7-1 0=-1 88/281, 5-12=-425/1190, 4-12= 1522/820, 4-14=-682/2184, 3-14=-173/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 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. v 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-_0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=810, 8=810. Andrew Jobason PE No. 84943 AliTek USA, Inc. FL Ced 6634 16023 Svibgley Ridge Road, Chesterfield, MO 63017 Date: September 14,2021 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. T�• - 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 t fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879828 2866B16 A02 SPECIAL 2 1 Job Reference (optional) "" •"`• •' • �•����� •"^Y, -n ,a,,, ..,,y, 10 GVL 1 1vu !UK mLUSI1e5, HILL 1v1un aep 13 14;50:04 2021 rage] r14 -I 8D.:193QG W BBpX3j R187zeOm7kz5?ad-9G6AUO?GCuL7HmuJ3rZ?6TQMTSQCUs1I 1F-Y0G-q— OYoQyeO2n 5--219-0-0 7-8-4 8-0 014-0 3.0-6-7-0.4 21 Scale=1:75.1 5x6 = 6.00 12 5x6 = 5 6 M qi O ST1.5x8 STP = 3x4 = ST1.5x8 STP — 6x8 3.00 12 6x8 `� 0 0 m 1, N 6 co 0 B-e-D 15-7-7 19-10-0 24-0-9 31-0-0 39-8.0 8-8.0 6.11-7 4-2-9 4.2-9 6-11-7 8-8-0 Plate Offsets (X Y)-- [2:0-5-9 Edge] [4:0-4-0 0-3-0] [5:0-4-0 0-2-8] [6:0-4-0 0-2-8] [7:0-4-0 0-3-01 19:0-5-9 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.90 Vert(LL) 0.53 12 >890 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.80 11-12 >584 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.54 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 218lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-810(LC 10), 9=-810(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) 'BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/2623, 3-4=-4460/2503, 4-5=-2621/1685, 5-6=-1866/1397, 6-7=-2621/1685, 7-8=-4460/2503, 8-9— 4678/2623 BOT CHORD 2-16=-2192/4471, 15-16=-1473/3093, 13-15=-740/1864, 12-13=-740/1862, 11-12=-1473/2962, 9-11=-2192/4181 . WEBS 4-16=-695/1675, 4-15=-1 162/756,5-15=-535/1071, 5-13=-261/320, 6-13=-261/320, 6-12=-535/1010, 7-12_ 1086/756, 7-11=-695/1545 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 to the use of this truss component. - 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=810, 9=810. AndrewJohInDn PE,No. 84943 JLTekUSA, Inc FL Ced 6634 16023 Sofagley Ridge Road, Chester0eld, 610 63017 Date: September 14,2021 - - - A WARNING - Verity 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 vedfy 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 bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component ' 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879829 2866816 A03 SPECIAL - 2 i - - - Job Reference (optional) nrstauurce triant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 14:58:06 2021 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-6eDwv41 W kWbrW42iBGbTBuVkTG5Lyc1 rjItfslye021 �1-4-0, 6-3-0 11-11-12 17-0-0 22-8-0 27-8-5 33.5-0 39-8.0 41-0-q 1-4.0 6.3-0 5.8-12 5-0-5 5-8-0 5-0-4 12 6-3-0 1-4-0 Scale = 1:75.1 6.00 FIT 5x6 = 5x8 = m o_ 0 0 N Ia 6 ST1.5x8 STP = ST1.Sx8 STP = 5xB 3.00 FIT 5x8 zz 8-8-0 17-0-0 22-8-0 31-0.0 39-8-0 8-8.0 8-4-0 5-8-0 8-4-0 8-8-0 Plate Offsets (X Y)--[2:0-5-3,0-1-61,[4:0-3-0,0-3-0],[5:0-3-0 0-2-0] [6:0-6-0 0-2-8] [7:0-3-0 0-3-01 [9:0-5-3 0-1-61 [11:0-4-0 0-4-8] [15.0-3-12 0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.53 11-12 >891 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.79 11-12 >590 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.49 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 235 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 , TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (size) 2=0-8-0, 9=0-8-0 - Max Horz 2=376(LC 9) Max Uplift 2=-81 O(LC 10), 9=-81 O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4846/2901, 3-4= 4578/2723, 4-5=-2453/1692, 5-6=-2150/1604, 6-7=-2451/1691, 7-8=-4578/2723, 8-9=-4846/2901 BOT CHORD 2-15=-2453/4599, 14-15=-1599/3074, 12-14=-998/2148, 11-12= 1599/2984, 9-11=-2453/4352 WEBS 3-15=-261/317, 4-15= 775/1762, 4-14=-1183/761, 5-14=-394/792, 6-12=-394/816, 7-12= 1111[761, 7-1 1=-775/1647,8-11=-275/317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=810, 9=810. Andrew Johnson PE No. 84943 11ITek USA, Inc. FL Cent 6634 16023 Soingley Ridge Road, Chesterfield,310 63017 Date: September 14,2021- 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 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 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 1820 B BLK NO HS 147879830 2866816 A04 SPECIAL 7 1 - - - - — Job Reference (optional) uarouwce irmrn ury, FL), rant Guy, FL - 3356/, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 14:58:07 2021 Page 1 3.7-9 6.00 12 5x6 = 10.0 3x4 = 5x6 = 19 6 20 7 ST1.5x8 STP = ST1.5x8 STP = 5x12 3.00 F12 5x12 Scale = 1:75.1 8-8.0 15-0-0 24-8.0 31-0-0 39.8-0 8-8.0 6-4-0 9.8-0 6-4-0 8.8.0 Plate Offsets (X,Y)-- [2:0-0-3,1-11-7], [2:0-3-7,Edge], [4:0-3-0,0-3-0], [5:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-0-3,1-11-7], [10:0-3-7,Edge], [12:0-3-8,0-5-0], f16:0-3-8,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.48 13-15 >975 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.84 13-15 >560 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.48 10 n/a n/a BCDL 10.0 Code FBC2020(rP12014 Matrix-SH Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP M 26 `Except' BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. 14-16,12-14: 2x6 SP No.2 WEBS 1 Row at midpt 4-15, 8-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=335(LC 9) Max Uplift 2=-810(LC 10), 10=-81 O(LC 10) Max Grav 2=1791(LC 15), 10=1791(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5703/2964, 3-4=-5526/2858, 4-5=-3211/1882, 5-6=-2872/1788, 6-7=-2776/1788, 7-8=-3105/1882, 8-9=-5278/2858, 9-10=-5465/2964 BOT CHORD 2-16=-2507/5375, 15-16=-2095/4637, 13-15=-1368/2990, 12-13=-2095/4197, 10-12=-2507/4901 WEBS 4-16=-587/1599, 4-15=-1857/965, 5-15=-495/1140, 7-13=-495/1148, 8-13=-1751/965, 8-12= 587/1485, 6-15— 332/201, 6-13=-332/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Enci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 to the use of this truss component. - - 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Andrew Johm30nPENo.84943 2=810, 10=810. SLTekUSA, Inc. FLCert6634 16023 SrmgleyRidge Road, Chesterfield, MO 63017 Dale: September 14,2021 Q 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 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879831 2866616 A05 SPECIAL 1 1 - - Job Reference (optional) IrstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 14:58:09 2021 Page 1 ID:193QG W BBpX3j Rl87zeOm7kz5?ad-W Dv3X63PORzPNXnHsO9ApW 7ELT6a9OcHQG5JTdye02i r1-4-0 6-8-0 13.0.0 19-10.0 26-8-0 33-0.0 + 39-8-0 fii-O-Q 1-4-0 6-B-0 6-4.0 6-10-0 6-10.0 6.4-0 6 Sx6 = 6.00 12 3x4 = 5x6 = 4 17 18 5 19 206 ST1.5x8 STP = ST1.5x8 STP = 6x8 � 3.00 F12 31-0.0 6x8 Scale = 1:75.1 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 0.89 BC 0.91 WB 0.76 Matrix-SH DEFL. in (loc) Vdefl Ud Vert(LL) 0.55 11-13 >845 240 Vert(CT),-0.8911-13 >526 180 Horz(CT) 0.57 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 190lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. BOT CHORD 2x4 SP No.2 `Except* 2-14,8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-810(LC 10), 8=-810(LC 10) Max Grav 2=1533(LC 1), 8=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4722/2949, 3-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 6-7=-4466/2806, 7-8=-4722/2949 BOT CHORD 2-14=-2492/4340, 13-14=-1444/2714, 11-13==1702/3110, 10-11= 1444/2714, 8-10=-2492/4222 WEBS 3-14=-282/338, 4-14=-985/1859, 4-13=-142/522, 5-13=-394/275, 5-11=-394/275, 6-11= 1421522, 6-10=-985/1749, 7-10=-292/338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Extefior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) AndretrJohasonPE o.84943 2=810, 8=810. 3DTAUSA tae.FLCed6634 16023 Siifagley Ridge Road, Chesterfield, 310 63017 Date: - September 14,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473rev. 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879832 2866816 A06 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 14:58:10 2021 Page 1 I D:193QG W BBpX3jRl87ze0m7kz5?ad-_PTRIS41 nk5G?hMTQ6gPMkgOPtThuW LRewrs?3yeO2h 1-4-Q 5-11-1 11-0-0 17.0-0 22-6-0 28.8-0 33-8-15 39-8-0 41-0-Q 1-4-05-0-15 6.0-0 5.8.0 6-0-0 5-0-15 5-11-1 1-4-0 5x6 = 2x4 11 18 19 5x6 = 5x6 = 6 20 21 7 ST1.5x8 STP = ST1.Sx8 STP = 6x8 3.00 12 1[1-5G31il 8-2-11 6x8 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 YES Code FBC2020/TP12014 CSI. TC 0.94 BC 0.86 WB 0.54 Matrix-SH DEFL. in (loc) Udefl Ud Vert(LL) 0.68 12-14 >689 240 Vert(CT) -0.97 12-14 >481 180 Horz(CT) 0.57 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 209lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 `Except' BOT CHORD Rigid ceiling directly applied or 3-11-8 oc bracing. 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-81 O(LC 10), 9=-81 O(LC 10) Max Grav, 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2926, 3-4=-4455/2724, 4-5=-3991/2570, 5-6= 3991/2571, 6-7=-3994/2572, 7-8=-4455/2724, 8-9=-4675/2926 BOT CHORD 2-15=-2472/4227, 14-15=-1709/3153, 12-14=-2149/4007, 11-12=-1710/3155, 9-11=-2472/4178 WEBS 3-15=-214/309, 4-15=-702/1462, 4-14=-493/1086, 5-14=-319/298, 6-12= 376/300, 7-12=-493/1086, 7-11=-699/1408, 8-11=-227/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 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 to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=810, 9=810. Andrew Johmon PE No. 84943 11Tek USA, Inc. FL Cert 6634 16023 Saioglep Ridge Road, Chesterfleld,110 63017 Dale: September 14,2021 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 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type i Qty Ply 1820 B BLK NO HS 147879833 2866816 A07 - SPECIAL 1 1 - - Job Reference o tional It, I ,a..I Y' I 0.40U s rwy 10 ZUe I N11 I eK Inaustrles, inn. lvion aep 1 o 14:00a z zuzi rage 1 I D:193QG W BBpX3j RI87zeOm7kz5?ad-wobCA75HJML_E? W rXW itR9lmOgEnMQNk6EKz4yyeO2f r1-4-q 4-6-5 9-0-0 15.10-B 23.9-8 30-8-0 35-1-11 39-8.0 41-0-q 1-4-0 4-6-5 4.5-11 6-10.8 7-10-15 6-10-8 4-5.11 4.6.5 1-4-0 Scale=1:73.6 5x6 = 3x4 = 5x8 = 6.00 FIT 4 21 2223 5 5x6 = 6 2425 26 7 3x4 - FM 3x4 m . 3 20 0 827 N 19 26 ' m 2 17 16 1 Io 15 14 13 12 9 mI9 10 a 18 5x6 = 3x4 = to ] 3x6 = 3x4 = 5x6 = 11 ST1.5x8 STP = 2x4 11 3x4 = 2x4 11 ST1.5x8 STP — 46 % 3.00 F12 4x6 ZZ 4-6-5 8.8-0 12-8-0 12-6-14 19-10-0 i 26.0.0' 31.0.0 35-1-11 39-6-0 4-6-5 4-1-11 4-0-0 0•d-14 7-1-2 6-2-0 1 5-0-0 4-1-17 4.6.5 Plate Offsets (X,Y)-- [2:0-3-14,Edge], [4:0-3-0,0-2-0], [6:0-4-0,0-3-0] [7:0-3-0,0-2-01, [9:0-3-14 Edge] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >943 180 BCLL 0.0 Rep Stresslncr NO WB 0.57 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:191 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 15-16,13-15. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 I REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2= 212(LC 8) 1 Max Uplift All uplift 100 lb or less at joint(s) except 2= 312(LC 10), 9=-326(LC 10), 16=-675(LC 10). 13=-703(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=461(LC 15), 9=538(LC 16), 16=1I106(LC 19), 13=1162(LC FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/450, 3-4=-338/147, 4-5=-287/644, 5-6=-74/688, 6-7=-307/675, 7-8=-470/228, 8-9=-1055/524 BOT CHORD 2-18=-251/931, 17-18=-257/935, 16-17=-28/292, 15-16=-301/136, 13-15=-391/248, 12-13=0/331, 11-12= 323/894, 9-11= 317/890 WEBS 3-17=-553/413, 4-17=-39/401, 4-16=-951/598, 5-16= 787/686, 5-15=-513/208, 6-15=-487/295, 7-12=-58/372, 8-12=-542/404, 6-13=-766/671, 7-13=-961/665 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft L=40fh eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Extefior(2R) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 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 to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 2, 326 lb uplift at joint 9, 675 lb uplift at joint 16 and 703 Ito uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AndrelvJohnsaa PE No.84943 1LTekUSA,Inc.FL Ced 6634 16023 Slsiogley Ridge Road, Chester6eld,110 63017 Date: 14pntpmhpr IA 9(191 Continued on page 2 --� — -- r--- A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. v " T�• "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 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type I Qty Ply 1820 B BLK NO HS 147879833 2866816 A07 SPECIAL I 1 1 I Jab Reference (optional) Builders Prstaource (Plant City, FL), Plant city, FL - 33567, i 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 14:58:12 2021 Page 2 ID:193QGW BBpX3jR187zeOm7kz57ad-wobCA75HJML_E7W rXWitR9lmOgEnMQNk6EKz4yye02f LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 2-17=-20, 12-17=-20, 9-12=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ! Vert: 1-2=105, 2-19=59, 19-20=47, 4-20=70, 4-22=70, 22-25=47, 7-25=70, 7-27=70, 27-28=47, 9-28=59, 9-10=105, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-113, 2-19= 67, 19-20=-56, 4-20=-78, 7-27=78, 27-28=56, 9-28=67, 9-10=1131i 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 I Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=-41, 7-9=-41, 9-10=3, 2-17=-20, 16-17= 20, 13-16=1O(F=30), 12-13=-20, 9-12= 20 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-23=45, 23-26=26, 7-26=16, 7-9=31, 9-10=21, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-21=16, 21-24=26, 7-24=45, 7-9=13, 9-10=42, 2-17= 10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 26, 2-4=-36, 4-7- 16, 7-9=5, 9-10=15, 2-17=-20, 16-17=-20, 13-16=1 O(F=30), 12-13=-20, 9-12= 20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2= 29, 2-4=-19, 7-9= 22, 9-10=-12 10) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads-(plf) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2= 82, 2-4=-54, 7-9=54, 9-10=82 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 I Uniform Loads (plf) Vert: 1-2=45, 2-4=16. 4-7=16, 7-9=16, 9-10=45, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13= 10, 9-12=-10 Horz: 1-2=-53, 2-4- 25, 7-9=25, 9-10=53 I 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4= 16, 4-7=-16, 7-9=-16, 9-10=-5, 2-17=-20, 16-17=-20, 13-16=1O(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 I 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) I Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12= 20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10= 22, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13= 20, 9-12= 20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12= 20 Horz: 1-2=-22, 2-4=-14, 7-9= 17, 9-10=-9 . 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 2-17=-20, 16-17= 20, 13-16=61(F=81), 12-13=-20, 9.12= 20 Horz: 1-2=-7, 2-4=1, 7-9= 1, 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 2-17= 20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-7. 2-4=1. 7-9= 1. 9-10=7 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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 BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879834 2866816 A08 SPECIAL 1 1 lJob Reference (optional) ouuuers nrstouutue tnant i.rty, rt_/, MUM t,iry, rL - 0J001, r1-4-q 7-0.0 12-3-1 16-0-8 19-10-0 22 1-4-0 7-0.0 5.3-1 3-9-8 3-9-8 2- 6.00 12 m 1G a; 0 ST1.5x8 STP = 3x6 3.00 F12 5x6 = 3x8 = 3x4 = 2x4 II 5xi 3 18 19 4 2021 22 5 23 24 6 25 7 0.43U S Aug lb ZUGI MI I eK Inoustrles, Inc. Mon Sep 13 14:58:13 2U21 Page 1 pX3j RI87zeOm7kz5lad-O—BaNT6v4fTrs8425 ED6—M Iwu4U65nktKu3W cOyeO2e 5 32.8-0 39.8-0 Al-0-Q 3 6.4.11 7-0-0 1-4-0 5x12 = 5x6 = 26 827 28 29 9 17 5x8 — 30 31 t6 32 33 34 15 14 35 36 37 13 38 39 40 12 6x8 = 3x6 = 6x8 = 5x12 = 3x8 = THIS TRUSS IS NOT SYMN PROPER ORIENTATION IS ST1.5x8 STP = 5x6 zz Scale = 1:73.6 12-3.1 12r6-0 19-1%0 26.2.0 1 21. 5 32-6.8 39-8.0 7-1-8 5-1-9 0-2-'15 7-4-0 6-4-0 1 0• -5 6-3-3 7-1-8 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], 19:0-4-0,0-2-8], [10:0-4-7,Edge], [12:0-8-0.0-0-8], [13:0-3-8,0-3-0], [16:0-3-8,0-3-01, [17:0-5-8,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. I in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) P.24 14-16 >709 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.27 14-16 >635 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH I Weight: 179lb FT=20% LUMI3EH- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 7-9: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-362(LC 8), 10=-445(LC 8), 16=-1709(LC 8), 13=-1849(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=602(LC 1), 10=700(LC 1), 16=2275(LC 1), 13=2378(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/341, 3-4=-933/356, 4-5= 632/1043, 5-6=-775/1231, 6-7=-775/1231, 7-8=-706/1076, 8-9=-1294/649, 9-10=-1549/671 BOT CHORD 2-17=-205/984, 16-17=-1043/843, 14-16=-548/221, 13-14=-465/179, 12-13= 1077/936, 10-12=-455/1346 WEBS 3-17= 147/318, 4-16=-1312/942, 5-16=-142011451, 5-14=-610/696, 6-14=-420/437, 7-14=-761/737, 7-13=-1411/1476, 8-13=-1431/1132, 9-12=-46/367, 4-17=-1025/2111, 8-12— 1408/2480 Structural wood sheathing directly applied or 3-2-6 oc purlins. Rigid ceiling directly applied or 5-2-7 oc bracing. 1 Row at midpt 8-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. AndrerrJohnsonPEJo.84943 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 2, 445 lb uplift at 3hTekUSA IocFLCert 6634 joint 10, 1709lb uplift at joint 16 and 1849lb uplift at joint 13. 16023SaIngleyRidge Road, Chester0eld,31063017 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they Date: are correct for the intended use of this truss. September 14,2021 P Continued on page 2 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 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 1820 B ELK NO HS 147879834 2866816 A08 - SPECIAL 1 1 Job Reference (optional) ouuuers mrsuSource trlani Glty, FL), riam Gity, I-L - 33b6/, NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loa 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb do lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 II lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30-7-4 and 128 lb up at 7-1-12, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 Ito dov 32-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or be 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 14:58:13 2021 Page 2 pX3j RI87zeOm7kz5?ad-O_8aNT6v4fTrs8425ED6_Mlwu4U65nktKu3W cOye02e s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at rn and 197 lb up at 15-0=12, 111 lb down-and-197 lb up at 17-0-12, 111 up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 and 175 lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down ? lb down at 15-0-12, 92 lb down at 17-0=12, 92 lb down at 19-0-12, 92 1 at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at f others. c (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 2-17=-20, 12-17=-20, 10-12=-20 Concentrated Loads (lb) Vert: 3=-175(B) 7=-1 11 (B) 9=-175(B) 17=-330(B) 15=-46(B) 12=-330(B) 18=-1 11 (B) 19=-1 111 (B) 20- 111(B) 22=-111(8)23- 111(B) 24=-1 11(8) 25=-1 11 (B) 26=-111(B) 27=-111(B) 28=-111(B) 29=-111(B) 30= 46(B) 31=-46(B) 32=-46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) ` 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 I Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-21=45, 21-28=26, 9-28=16, 9-10=31, 10-11=21, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 I Drag: 3-4=-0, 8-28=0, 9-28=0 Concentrated Loads (lb) Vert: 3=130(B) 7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(B) 19=136(B) 20 136(B) 22=156(B) 23=156(B) 24=156(B) 25=156(B) 26=156(B) 27=156(B) 28=156(B) 29=165(B) 30= 23(B) 31=-23(6) 32= 23(B) 33=-23(B) 34=-23(B) 35=-2I(B) 36=-23(B) 37=-23(B) 38=-23(B) 39= 23(B) 40= 23(B)_ 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-19=16, 8-19=26, 8-9=45, 9-10=13, 10-11=42, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13= 10, 10-12=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 I Drag: 3-19=-0, 4-19- 0, 8-9=0 Concentrated. Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)18=165(B)19=156(B)20=156(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=136(B) 28=136(B)29=136(B)30= 23(B)31=-23(B)32= 23(B)33=-23(B) 34=-23(B)35=-23(6)36=-23(B) 37= 23(B) 38=-23(B) 39=-23(B)40=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 III Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-1 -20, 10-12=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)18=197(B)19=197(B)20=197(B)22=197(B)23=197(B)24=197(B)25=197(B)26=197(B) 27=197(B) 28=197(B)29=197(B) 30=-13(B)31=-13(B)32=-13(B)33= 13(B)34=-13(B)35=-13(B)I36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13 --20, 10-12= 20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11- 12 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B) 15= 13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30- 13(B) 31= 13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35- 13(B) 3I=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 2-17- 10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 I Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) . Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(B) 15= 23(B) 12=108(B) 18=136(B) 19=136(B) 20=136(B) 22=136(B) 23=136(B) 24=136(B) 25=136(B) 26=136(B) 27=136(B) 28=136(B) 29=136(B) 30=-23(B) 31=23(B) 32=-23(B) 33=-23(B) 34=23(B) 35=-23(B) 36=-23(6) 37=-23(B) 38=-23(B) 39- 23(B) 40=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 2-17- 10, 16-17= 10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15= 23(B) 12=108(6) 18=165(B) 19=165(B) 20=165(B) 22=165(B) 23=165(B) 24=165(B) 25=165(B) 26=165(B) 27=165(B) 28=165(B) 29=165(B) 30= 23(B) 31=-23(B) 32= 23(B) 33=-23(B) 34=-23(B) 35=-23(B) 36=-23(B)37=-23(B)38=-23(B)39=-23(B)40= 23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2- 5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2= 9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33= 13(B) 34=-13(B) _ 35- 13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39- 13(B) 40=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 3 �A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. v -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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Jab Truss Truss Type City Ply 1820 B BLK NO HS 147879834 2866816 A08 SPECIAL 1 1 Job Reference (optional) �+wclat--L vfly, rLI, rltell filly, rL- 000W, t1.4Ju S Aug l b 2U21 MI I eK Industnes, Inc. Mon Sep 13 14:58:13 2021 Page 3 LOAD CASE(S) Standard Uniform Loads (plf) - Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 2-17=-20, 16-17= 20, 13-16=39(17I59), 12-13=-20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15= 13(B)12=128(B)18=197(B)19=197(B)20=197(B)22=197(B)23=197(B)24=197(B)25=197(B)26=197(B) 27=197(B) 28=197(8) 29=197(B) 30= 13(B) 31- 13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38_ 13(B) 39= 13(B) 40= 13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 - Uniform Loads (plf) Vert: 1-2=-53,2-3=-61,3-9=-45,9-10=-30,10-11=-22,2-17= 20, 16-17= 20,13-16=24(FI44), Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B) 15= 13(B) 12=76(B) 18=145(B) 19=145(B) 20=1- 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32- 13(B) 33=-13(B) 34- 13(B) 35--1 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 2-17=-20, 16-17=-20, 13 16-4(F=44), Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) 12-13=-20, 10-12= 20 t5(131)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B) 3(B) 36- 13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) Increase=1.60 12-13=-20110-12=-20 Vert: 3=-19(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(13) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=-13(B) 33= 13(B) 34- 13(B) 35=1i13(1]1) 36=-13(B) 37=-13(B) 38=-13(B) 39= 13(B) 40=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9= 45, 9-10=-45, 10-11=-37, 2-17=-20, 16-17=-20, 13-16=24(F=44 , Horz: 1-2=-7, 2-3=1, 9-10- 1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=14! 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31= 13(B) 32=-13(B) 33=-13(8) 34=-13(B) 35=-11 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Uniform Loads (pif) Vert: 1-2= 37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 2-17= 20, 16-17=-20, 13-16=24(F=44), Horz: 1-2=-7, 2-3=1, 9-10- 1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=14t 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-1: 12-13=-20, 10-12=-20 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39- 13(B) 40=-13(B) to Increase=1.60 2-13=-20, 10-12=-20 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 36=-13(B) 37=-13(B) 38_ 13(B) 39=-13(B) 40= 13(B) A 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 MiTekO connectors. This design Is based only upon parameters shown, and is for an individualbuildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _MITe'k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building�Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879835 2866816 A09 SPECIAL 1 1 - Job Reference (optional) 11, 1 —n —y, ,-I oou , 1 OAOU S AU9 10 ZU41 NII 1 ex InUu51r1e5, Inc. Iv10n aep 1 o 14:nm 10 zuzi rage 1 I D:193QG W BBpX3j Rl87zeOm7kz5?ad-LNGKo98AcHjZ5SEQCfGa3nNFou9eZk2AoCYdhHye02c 11-4 Q 6-8-0 13-0-0 19-10.0 21-0-0 23-10.0 26.8-0 31-0.0 33.0.0 39-8-0 41-0-Q 1.4.0' 6-8.0 6-4-0 6-10.0 2- 2-10.0 2-10-0 4-4.0 2-0.0 6-B-0 1-4-0 Scale = 1:76.6 3.6 = 6.00 F12 5x6 = 5x6 i 7 1.8 4 3x4 = 8 ag 1 22 6 3x6 5x6 ' 20 9 Sx6 m 3 IX 5 10 v 19 23 m 2 18 __ 17 1 7x8 16 15 14 13 11 10 12 0 3x4 = 4x6 — — 3x = 3x4 = 7x8 = Ia 1N 4 6 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 rl2 6x8 8.8.0 15-7-5 24.0-11 26.8-0 31-0-0 39.8-0 8-8-0 6-11-5 8-5-6 2-7-5 4-4-0 8-8.0 Plate Offsets (X Y)-- [2:0-5-9 Edge] [3:0-3-0 0-3-0] [4:0-3-8 0-2-0] [7:0-3-0 Edge] [8:0-3-8 0-0-0] [10.0-3-0 0-3-0] [11.0-5-9 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 1 in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.55 15-17 >848 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.90 15-17 >521 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.67 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH I Weight: 207 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-10: 2x4 SP M 31, 1-3,10-12: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-18,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-810(LC 10), 11= 810(LC 10) Max Gram 2=1533(LC 1), 11=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4720/2891, 3-4= 4465/2748, 4-5=-2921/1929, 5-6=-2908/1848, 6-8=-2747/1725, 8-9= 3092/1920, 9-10=-4489/2594, 10-11=-4691/2667 BOT CHORD 2-18=-2503/4403, 17-18=-1451/2727, 15-17= 1651/3095, 14-15=-1331/2738, 13-14=-1975/3908, 11-13=-2229/4190 WEBS 3-18=-279/338, 4-18=-989/1877, 4-17= 98/473, 5-17=-332/223, 5-15=-422/342, 8-15=-195/501, 8-14=-352/676, 9-14=-1317/724, 9-13=-564/1195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Exterior(2R) 21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces R 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 11. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Andrew Johnson PE No.84943 3hTek USA, la1•. FL Ced 6634 16023 Smfagley Ridge Road, Chesterfield, 510 63017 Date: September 14,2021 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 MiTeM connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not '• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSVTPI1 Quality Criteria, DSB-99 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HIS 147679836 2866816 A10 SPECIAL 1 1 R, d1ACI.n1Cn,,..... /DI...., r`:... CI 1 Job Reference (optional) �� �� � • �,���, �� �, ,�,,• ..,.y, , �n , ,a„. .,.,y, I o.vau s mug io zuz7 Ivii I eK mausineS, Inc. Mon Sep 13 14:b6:22 2021 Page 1 ID:193QGWBBpX3jRI87ze0m7kz57ad-ejB-GYDZyQcZRXGm7duDrGAS7iZKixPCPnIVRNyeO2V 1 4-0 5-11-1 11-0.0 16-10-1 19-0.0 22-9-15j 2 -10 0 26-8-0 31-0-0 33.8-151-0- 1.4-0 5-11-1 5-0-15 5-10-1 2-1-15 3-9-15 -0- 4-10.0 2-4.0 2.8-15 5.11-1 1.4-0 Scale = 1:76.6 5x6 = 8 10x12 6x8 = 2x4 II 5x6 i 4 5 26 I 7I 27 6.00 12 4x4 23 24 6 11 2x4 � 22 2x4 II 2x4 3 I 12 0 m 21 25 2 20 19 18 17 1 8x10 =. 16 15 13 0 m , 14 N 0 4x8 = Sx8 — 4x4 — 4x4 = 7x8 = Iv o ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 12 6xB 8.8-0 16-10-11 22-9-5 28-8-0 31-0-0 39-8-0 8-8-0 8-2-11 5.10.11 1 5-10-11 2-4.0 8.8.0 Plate Offsets (X,Y)-- [2:0-5-9,Edge] 14:0-4-0 0-1-15],[7:0-4-0 0-4-81 [10:0-2-4 0-0-01 113:0-5-9 Edge] [20:0-5-0 0-3-91 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. tin (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.59 17-19 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.86 17-19 >545 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.54 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH I Weight: 248lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 4-7,7-10: 2x6 SP No.2 1 Row at midpt 7-10 BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-10-1 oc bracing. 2-20,13-15: 2x4 SP No.1 JOINTS Brace at Jt(s): 7 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Horz 2= 352(LC 8) Max Uplift 2=-81O(LC 10), 13=-81 O(LC 10) Max Grav 2=1533(LC 1), 13=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/3031, 3-4=-4481/2851, 4-5=-4120/2767, 5-6=-4119/2766, 6-7= 3604/2457, 7-9=-3232/2194, 9-10=-3236/2197, 10-11=-3578/2300, 11-12=-4480/2710, 12-13=-4650/2812, 6-8=-621/451, 8-10=-629/457 BOT CHORD 2-20=-2613/4354, 19-20=-1856/3221, 17-19=-2133/3758, 16-17=-1683/3159, 15-16=-2105/3917, 13-15=-2362/4148 WEBS 3-20=-173/277, 4-20=-733/1482, 4-19— 609/1078, 5-19=-577/514, 7-19=-287/570, 7-17=-334/335, 10-17=-517/825, 8-9=-62/281, 10-16=-457/937, 11-16=-1042/581, 11-15=-484/1009 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Intedor(1) 27-9-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 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 to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 13. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top -and/or bottom chord. AndrewJohnsoo PE \o. g4943 3LT& USA, Inc 17. Cert 6634 16013 Swmglty Ridge Road, Cheiterfield, MO 63017 Date: - September 14,2021 A 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 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 ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS I 147879837 2866816 All SPECIAL 1 1 I Job Reference (optional) �•""��� ��•• ��•y, a vny, - •+•+� , I 6.43U S HUg I O ZUZ l IVII I eK inuuslrles, Inc. Mon bep 7 J 14:bt1:Z4 ZUZI rage 1 ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-a6JkhEFpU2sHhrQ9E2whwhFmRW DoAncVs5EcVFye02T r1 4-9 6-3-0 9-0-0 17-0-0 20-1-8 23-10.0 31-6-0 39-8.0 41-0-q 1-4-0 6-3-0 2-9.0 8-0-0 3-1-8 3-8-8 7-8-0 9 -d 1-4-0 Scale = 1:74.6 5x6 = 7 2x4 II 5x6 = 6x8 = 6 I I 24 6.00 12 4 2 5x8 2x4 8 3 20 2122 19 m 18 25 0 • 17 15 O � I 1 2 5x6 = 16 4x6 — 9 10 o 3x4 = I d ST1.5x8STP= 14 13 26 12 27 11 ST1.5xBSTP= 5x6 % 3.00 12 6x8 = 4x6 — 3x6-= 3x6 = 8.8.0 13-5-4 20-1.8 20 -0 29.6.4 39.8-0 8-8-0 4-9-4 6-8-4 0-0-8 94-4 10-1-12 Plate Offsets (X,Y)-- [2:0-5-6,Edge], [4:0-4-0,0-2-8], [8:0-4-0,0-3-0], [13:0-3-5 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.26 11-13 >864 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.42 2-17 >575 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) -0.06 13 n/a n/a BCDL 10.0 Code FBC2020fTP12C14 Matrix-SH I Weight: 198lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Figid ceiling directly applied or 2-2-0 oc bracing. Except: 6-13: 2x4 SP No.3, 9-12: 2x4 SP No.1 3-3-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=-352(LC 8) Max Uplift 2=-518(LC 10), 13=-594(LC 10), 9=-505(LC 10) Max Grav 2=912(LC 15), 13=1780(LC 15), 9=1005(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2271/1439, 3-4= 198811272, 4-5=-1278/911, 5-6=-246/308, 6-7=-204/422, 7-8= 1201f759, 8-9=-1344/714 BOT CHORD 2-17=-1166/2294, 16-17=-818/1825, 15-16=-479/751, 13-15= 1002/710, 9-11=-429/1098 WEBS 3-17=-273/280, 4-17=-334/883, 4-16=-504/282, 5-16=-116/784, 5-15=-1035/814, 7-13=-668/217, 7-11=-432/1097, 8-11= 501/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Enci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Extedor(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 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 forverifying 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the -bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 518 lb uplift at joint 2, 594 lb uplift at joint 13 and 506 lb uplift at joint 9. Andrew Johnson PE No.84943 AT& USA, Inc. FL Ced 6634 16023 Swingley Ridge Road, Chesterfield, 510 63017 Date: September 14,2021 A 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 MTeW 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 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-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 'j 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Gty Ply 1820 B BLK NO HS 147879838 2866816 - Al2 SPECIAL - - - 1 - 1 - -- - Job Reference (optional) o.— a n U .. — , wu r — a wusureb, mu. rvlorr oep i a 14:JO:ZO eve I rage I 6.00 12 o� C 0 1 ST1.5x8 STP = 5x6 &B 11 3.00 F12 3.5-14 5x8 = 3x4 = 3x4 II 3 4 5 26 25 24 29 6x8 = 4xB = 3x4 11 8x12 = 5x8 — 5x6 = 4x4 II 9 10 8 I 3x6 5x6 5x6 = I Q 7 11 I 2x24 22 44 = 21 7x10 = lie19 18 I 17 — 7x10 16 = _ — 2x4 I I 4x8 = 3x6 — 22-4-0 15 3x6 = Scale=1:75.1 1314 Iv16- a i 0 ST1.5x8 STP = 3x6 = Plate Offsets (X,Y)-- [2:0-1-15,1-2-131, [2:0-5-6,Edge], [3:0-6-0 0-2-8] [9:0-6-0 0-2-81 [10:0-3-0 0-2-01 [11:0-3-0 0-3-0] [23:0-3-0 0-4-0] [26.0-4-0 0-1-121 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.22 25 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.32 2-26 >758 - 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(CT) -0.03 19 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH I Weight:251 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 5-24: 2x8 SP 240OF 2.OE, 21-23,8-19: 2x6 SP M 26 WEBS WEBS 2x4 SP'No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 19=0-4-0, 13=0-8-0 Max Horz 2=-322(LC 6) Max Uplift 2=-673(LC 8), 19=-992(LC 8), 13— 390(LC 8) Max Grav 2=1129(LC 1), 19=2257(LC 1), 13=778(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3162/1532, 3-4=-2632/1437, 4-5=-2452/1404, 5-6=-2736/1545, 6-7= 417/464, 7-8— 315/1142,8-9=-193/787,9-10=-370/214,10-11=-400/175,11-12=-984/357, 12-13=-1124/396 BOT CHORD 2-26=-1229/2798, 25-26=-1205/2773, 24-25=-679/1383, 5-23=-254/252, 22-23— 491/917, 21-22= 251/178, 19-21— 1131l700, 8-21 =-403/305,18-19=-397/334, 17-18=-393/332, 15-17=-77/653, 13-15=-224/925 WEBS 3-26=-373/1136, 3-25=-284/69, 23-25=-527/1277, 6-23=-876/1961, 6-22=-1215/742, 7-22=-625/1258, 7-21=-936/559, 10-17— 301/137, 11-17= 587/371, 11-15=-45/381, 9-17=-291/782, 9-19=-1287/430 ural wood sheathing directly applied or 2-4-15 oc purlins. ceiling directly applied or 5-1-15 oc bracing. Except: oc bracing: 19-21 / at midpt 9-19 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 673 lb uplift at joint 2, 992 lb uplift at joint 19 and 390 lb uplift at joint 13. Continued on page 2 Andrew Johnsoa PE No. 84943 llLTekUS"c. FL Cert 6634 16023SwW. yRidgeRoad,Chesterfield,hf063017 Date: - September 14,2021 - 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 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 1820 B BLK NO HS 147879838 2866816 Al2 SPECIAL - I 1 1 - _ Job Reference o tional Duuuers mrstoource triant uRy, rl_/, riarm uny, rL - JJaor, NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loa( 9-0-12, and 115 lb down and 182 lb up at 11-0-12 on top chord, and 343 lb down and 129 lb up chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or b; LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) . Vert: 1-3= 54, 3-6= 54, 6-9=-54, 9-10=-54, 10-14=-54, 2-26=-20, 24-26=-20, 21-23=-20, Concentrated Loads (lb) Vert: 3_ 179(F) 26=-343(F) 25=-59(F) 4=-115(F) 27=-115(F) 29— 59(F) tl.4JU s Aug 1 D ZUZI MI I etc Inousines, Inc. IYlon oep to 14:omei zuz I rage z 16RbYnX016Sf6ghjjz4cnz-_h7tJGHhnzEsYl9kvATOYJtJJj EgN9HxY3SG6aye02Q 179 lb down and 164 lb up at 7-0-0, and 115 lb down and 182 lb up at 7-1-8, and 81 lb down at 9-0-12, and 81-lb down at 11-0-12 on bottom (B)• 13-19=-20 0 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 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 propedy 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 1820 B BLK NO HS 147879839 2866816 B02 SPECIAL 1 1 — Job Reference (optional) „owv,..— t, an, vuy, /. riani —y, "- ouow, 4-10-5 8-1-8 9-0-0. 3.3-3 0.4JU s Aug I0 ZUZ I IVII I eK Inousines, Inc. mon aep 1:! 14:00:z0 zuzl rage 1 td6RbYnX016Sf6ghjjz4cnz-StYFXcIKYG Mj9SkwTt_d4XP W r7e26b64njCpe0yeO2P 21-1-2 27-8-0 29.0-0 6-5.2 6-6-14 1-4.0 6x8 II 3x4 = [ Sx8 = 3 4 18 5 6.00 12 3x4 2 17 19 16 5x6 6 1 c7Hu 3x4 = 21 15 22 14 11 23 24 7x8 -8 0 2x4 I I 12 136x8 10 9 = 46 = 3x4 = 2x4 II 4-10-5 8.0.0 8-1-8 14-8-0 21.1-2 4-10.5 3-1-11 0- -8 6.6-8 6-5.2 Plate Offsets (X Y)-- [1:0-3-4 0-1-21[4:0-2-0 0-2-8] [5:0-6-0 0-2-8] [6:0-3-0 0-3-4] [7:0-1-8 Edge] [14.0-3-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.74 Vert(LL) 0.20 10-12 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.18, 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.03) 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` BOT CHORD 1-14: 2x6 SP No.2, 3-12: 2x6 SP M 26 WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 12=0-4-0, 7=0-8-0 Max Horz 12=237(LC 9) Max Uplift 12=-1440(LC 10), 7=-696(LC 10) Max Grav 12=1615(LC 18), 7=841(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 749/415, 2-3=-12381703, 3-4=-396/292, 4-5=-549/398, 5-6=-472/766, 6-7=-1126/1764 BOT CHORD 1-15=-3321734, 14-15=-332/734, 12-14=-823/1651, 3-14= 563/901, 10-12=-313/360, 9-10=-1387/915, 7-9=-1387/915 WEBS 2-14= 321/706, 5-1 0=-1 361/612, 5-12=-1048/1965, 6-9=-647/271, 6-10=-758/1238, 2-15=-316/141 Scale = 1:50.0 0 m 20 7 m 8 ]4 -a N ST1.5x8 STP = 4x4 = PLATES GRIP MT20 244/190 Weight: 156 lb FT = 20% Structural wood sheathing directly applied or 5-1-10 oc purlins. Rigid ceiling directly applied or 4-4-0 oc bracing. Except: B 0-0 oc bracing: 12-14 1 Row at midpt 5-10, 5-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-11-10, Interior(l) 3-11-10 to 5-0-6, Extedor(2R) 5-0-6 to 18-7-10, Interior(1) 18-7-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MW FRS 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) 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1440 lb uplift at joint 12 and 696 lb uplift at joint 7. Andrea Johnson PE No. 84943 SiTek USA, Inc. FL Cerl 6634 16023 Snb9ley Ridge Road, ChesterOeld,110 63017 Dale: September 14,2021 ® 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 propedy 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 forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSl1TPII Quality Criteria, DSB-B9 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879840 2866816 803- SPECIAL 1 1 - -- Job Reference (optional) 0.40U b Auy 10 zuz I tvrt t eK muusrnes, Inc. Mon bep 13 14:bts:3u %U21 Fage 1 3RbYnXO16Sf6ghjjz4cnz-PGg7xHJa4ucRPmuJb115AyVtpxKBaXJNF1 hwjvye02N �44 Scale=1:49.2 46 = 2x4 II 3x4 = = 6.00 F12 2 3 16 4 17 18 19 5 15 3x4 6 1 0 N 22 14 23 11\24 120 21 4x4 = 4x12 II 5x8 II 7 m e I� O o -a N 13 12 4x6 = 10 9 ST1.5xB STP = ST1.5x8 STP = 3x8 = 2x 4 11 3x4 = 6x8 = 1-1-2 1-0-0 i, 4-0-0 7-8-0 7-19-0 16-8-0 21-3-6 27-8-0 1 0 0 2-10-14 3-8-0 0- 0 8-10-0 4-7-6 6.4-10 at-2 I Plate Offsets (X,Y)-- [1:0-1-12,Edge], [2:0-3-4,0-2-01 [7:0-1-0 Edge] [12:0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.15 1-14 >624 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT)-0.32�10-12 >727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(CT) -0.03 12 n/a nla BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc puffins. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. Except: 1-14: 2x6 SP M 26 61t0-0 oc bracing: 12-14 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 12=0-8-0, 7=0-8-0, 1=0-4-0 Max Horz 1= 199(LC 8) Max Uplift 12=-537(LC 10), 7=-502(LC 10), 1=-339(LC 10) Max Grav 12=1103(LC 2), 7=1017(LC 16), 1=317(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-286/292, 2-3=-167/310, 3-4=-181/275, 4-5=-876/679, 5-6=-1013/679, 6-7=-1479/810 BOT CHORD 12-14=-417/812, 10-12=-146/501, 9-10=-529/1224, 7-9=-529/1224 WEBS 4-1 0=-1 46/455, 4-12= 710/518, 6-10= 547/357, 2-14=-270/248 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft B=45ft L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-0 to 4-1-10, Exterior(2R) 4-1-10 to 10-11-10, Interior(1) 10-11-10 to 12-8-6, Exterior(2R) 12-8-6 to 20-7-10, Interior(1) 20-7-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; end vertical left exposed; porch left 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 forverifying 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 537 lb uplift at joint 12, 502 lb uplift at joint 7 and 339 lb uplift at joint 1. Andre0ohnsot PE No. 81943 1LTekDSA, Inc FL Cert 6634 16023 Sefogley Ridge Road, Chester6dd,110 63017 Date: September 14,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 5/19/2020 rev. BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek 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 ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B ELK NO HS 147879841 2866816- B04 - SPECIAL -- Job Reference (optional) uunuo,a rump . trine a vuy, r`-1, nanr uny, r" - OODor, 46 = 2x4 11 6.00 12 5 4 15 46 i 3 m 2 0 14 3x10 = 21 48 II 3x4 = ST1.5x8 STP= 13 &B = 1-0-0 12 4x6 = tl.43u S Aug it) zuei itni I eK Inausrnes, Inc. Mon riep 1 u 14:bt1:92 ?U21 rage 1 d6RbYnXO16Sf6ghjjz4cnz-LeomMzLgcVs8e31 hij3ZFNaEgk?22Q9giLAi noyeO2L Scale = 1:51.2 3x4 = 4x4 = 6 16 17 18 7 8 19 m 2!2X4 20 - - v 1 9 c° 10 j4 o o -a N 11 ST1.5x8 STP = 3x8 = 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.27 2-14 >345 240 MT20 244/190 TCDL 7.0 Lumber DOL - 1.25 BC 0.71 Vert(CT)-0.5211-13 >444 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) -0.02 13 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-SH Weight: 140 lb FT = 20 LUMBER- BRACING- I TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-5-13 oc purlins. BOT CHORD 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly applied or 8-4-14 oc bracing. Except: 2-14: 2x4 SP M 31, 5-13: 2x4 SP No.2 610-0 oc bracing: 13-14 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-5-15 REACTIONS. (size) 2=0-4-0, 13=0-8-0, 9=0-8-0 Max Horz 2=174(LC 9) Max Uplift 2=-445(LC 10), 13=-553(LC 10), 9=-494(LC 10) Max Grav 2=367(LC 19), 13=1013(LC 1), 9=836(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-233/427, 4-5=-141/300, 5-6=-157/262, 6-7=-833/717, 7-8=-958/755, 8-9=-1159/832 BOT CHORD 13-14=-428/806, 11-13= 295/585, 9-11=-545/943 WEBS 6-11= 46/325, 7-11— 95/288, 8-11=-291/317, 6-13= 752/557, 4-14=-209/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Exterior(2R) 2-7-10 to 8-11-10, Intedor(1) 8-11-10 to 14-8-6, Exterior(2R) 14-8-6 to 22-7-10, Interior(1) 22-7-10 to 25-0-6, Exterior(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; end vertical left exposed -'porch left exposed;C-C for members and forces & MW FRS 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) 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 fora 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 445 lb uplift at joint 2, 553 lb uplift at joint 13 and 494 lb uplift at joint 9. AndrewJohason PE A.84943 3UTek USA, lac. FL Cert 6634 16023 S1riagley Ridge Road, Chesterfield, h10 63017 Date: September 14,2021- ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. V 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 verily 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/TPIt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 2866816 B05 SPECIAL 1 1 147879842 Rlltlrlore FirefCnnr..e /Dh.a !`H.. ❑I N DL...• r• 1 Job Reference (optional) 1-4-0 3.0-0 7-10.0 1-4.0 3-0-0 4-10-0 = 6.00 12 4x4 5x6 = 3 15 16 4 13 14 18 19 2x4 11 46 = .,uy , u cuc , ,v,, , cn 11,uua111ca, 111�. 1-11 —Ij I J 14:00:04 4ud 1 rage I I D:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-H1 wW nfM4866stNB4gB51 KofazrgW Qtz9ff7sgyeO2J 14-3-0 20-8.0 27-8.0 29-0.0 6-5-0 I 6.5-0 7-0.0 1-4-0 Scale = 1:51.2 2x4 11 4x8 = 17 5 6 ST1.5x8 STP= 11 10 I 9 12 3x4 = 3x8 = 2x4 II 3x6 11 0 m 7 a Ic 1\1 O N ST1.5xB STP = 3x4 = 3-u-u 4-8-0 0-2-0 6-5.0 Plate Offsets (X,Y)-- [2:0-2-0,Edge] [4:0-2-4 0-3-0] [6:0-5-4 0-2-01 [7:0-2-0 0-1-101 6-5.0 I 1 7-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (Iec) Well Ud PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.17 13-14 >547 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) 0.1� 13-14 >676 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) -0.0 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH I Weight: 126lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or7-11-5 oc bracing. Except: WEBS 2x4 SP No.3 5-9-0 oc bracing: 12-13 REACTIONS. (size) 2=0-4-0, 12=0-8-0, 7=0-8-0 Max Horz 2=133(LC 7) Max Uplift 2=-570(LC 8), 12— 641(LC 8), 7=-504(LC 8) Max Grav 2=407(LC 1), 12=984(LC 1), 7=816(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-395/625, 3-4=-327/590, 4-5=-938/647, 5-6=-938/647, 6-7=-1147/575 BOT CHORD 2-14=-464/311, 13-14=-482/327, 12-13=-920/660, 4-13=-833/493, 9-10=-340/944, 7-9= 342/937 WEBS 6-9=0/284, 5-10=-372/303, 4-10=-376/977 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; end vertical left exposed; porch left 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) 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 570 lb uplift at joint 2, 641 lb uplift at joint 12 and 504 lb uplift at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 lb down and 60 lb up at 3-0-0, and 62 lb up at 5-0-12, and 62 lb up at 7-0-12 on top chord, and 40 lb down and 139 lb up at 3-0-0, and 15 lb down and 60 lb up at 5-0-12, and 15 lb down and 60 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-8=-54, 2-13=-20, 7-12=-20 Continued on page 2 Andrew Jobason PE No. 84943 1bTek USA, Inc. FL Ceri 6634 160I3 Swiagley Ridge Road, Chesterfield, MO 63017 Date: September 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5119/2020 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 properly 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 " iTekr 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type City Ply 1820 B BLK NO HS 2866816 B05 SPECIAL 1 1 147879842 Job Reference (optional) ui ers irstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 14:58:34 2021 Page 2 +D:3xt?Yd6RbYnX016Sf6ghjjz4cnz-H1 wW nfM4866stNB4g851 KofazYigW Qtz9ff7sgye02J LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=2(F) 14=-20(F) 15=4(F) 16=4(F) 18=-B(F) 19— 8(F) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. " D'esign 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 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 ANSLTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type City Ply 1820 B ELK NO HS 147879843 2866616 C1 JACK 4 1 - Job Reference (optional) —Y o <UG r mi i tln a iuusures, urc. iviors oep i o r4xa%in zuz I rage 1 1 1-4-0 0-11-4 3 6.00 FIT 2 I Qo 4 0° A' 44 I ST1.5x8I STP = Scale = 1:7.6 I 0-11-4 Plate Offsets (X,Y)-- [2:0-1-4,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. i j (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stresslncr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=78(LC 10) Max Uplift 3=-38(LC 1), 2= 213(LC 10) Max Grav 3=75(LC 10), 2=169(LC 1), 4=17(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFrRS 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by-2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 a4213 lb uplift at joint 2. Andrew John= PE No.84943 - 1hTek USA, Inc FL Cert 6634 16023 Swingley Ridge Road, Chester0e101063017 Date: September 14,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 ANSU1rPl1 Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 2866816 CiP Jack -Open p 1 - 147879844 Job Reference (optional) 1-4-0 6.00 F12 . 2 3x4 = -- mug I o - I Iva I art uIUUSUIeS, Inc. Mon aep 13 14:L7t7:3/ ZUZI rage 1 ulifm 3 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 2 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=78(LC 10) Max Uplift 3=-32(LC 1), 2=-220(LC 10), 4=-13(LC 6) Max Grav 3=67(LC 10), 2=163(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; LOft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C C Exterior(2E) zone; porch left 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 to l 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 32 lb uplift at joint 3, 220 lb uplift at joint 2 and 13 lb uplift at joint 4. Andrew Jobason PENo. 84943 1LTek USA, Inc. FL Cent 6634 16023 Swingley Ridge Road, Chesterfield, 51063017 Dale: September 14,2021 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 only with MiTekb 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 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 1 fi023 Swingley Ridge Rd Chesterfield, eyMO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 2866816 C1 V SPECIAL 6 1 147879845 I Job Reference (optional) Builders FirstSnurre (Plant rite- FI 1 Plant cif„ Fl . agea7 - •- -__ -- ---. • - -.• - - -•-,. - •-•-••�• . 1 o.ov a nuy 10 G 41 IVII I UK IIIUUbMUS, Inc. rvion Sep 1,5 14:=:Jtf zuzi rage I ID:193QGWBBI X;jRI87zeOm7kz5?ad-Ao91dOPbBLdiM_Vr3_AzUegLO9DVSIgZ4HdL?RyeO2F .1-4.0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 3 6.00 12 2 0 0 0 I Io Io �o 0 6 1 Qo 3.00 FIT 0° A. 5x6 ST1.5x8 STP = I - Plate Offsets (X,Y)-- [2:0-3-7,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. i I (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 5 lb F' = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=74(LC 10) Max Uplift 3=-38(LC 1), 2=-200(LC 10) Max Grav 3=63(LC 10), 2=169(LC 1), 4=17(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40fh eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFiRS 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 200 lb uplift at joint 2. AndresrJohaso9 PE \o.84943 31iTek USA, Inc FL Cert 6634 16023.%beey Ridge Road, Chesterfield,11063017 Date: September 14,2021 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 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 propedy 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 is for MiTek' always required 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 Compl nent Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type City Ply 1820 B BLK NO HS 2866816 C3 JACK 4 -1 1 147879846 - Job Reference (optional) o u J Muy 1 o &u4 t Ivu t eK inouSIDes, inc. ivicn aep 1 a 14:ots:aa zuzl rage 1 1-4-0 2 6.00 F12 1 2x4 = ST1.5x8 STP = Plate 3 4 Scale=1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.0d 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING- I TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=131(LC 10) Max Uplift 3=-42(LC 7), 2=-191(LC 10) Max Grav 3=55(LC 15), 2=214(LC 1), 4=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft B=45ft; L-4Oft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW IRS 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. I 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 42 lb uplift at joint 3 and 191 lb uplift at joint 2. AndrewJohnson PE \o.84943 \ItTek US.4, IncFL Ced 6634 16023 Si iDgley Edge Road, ChestrrReld,110 63017 Date: September 14,2021 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 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 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879847 2866816 C3V SPECIAL - 6 1 - - - --_ - Job Reference (optional) o.vou b muy 1 o 4ve I svu i eK snuusmes, Inc. man aep 1 J 14:00:41 2u21 rage 1 1-4.0 2-11-4 3 6.00 12 2 I I 3.00 F12 [j 4. 4x4 ST1.5x8 STP = Plate LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=128(LC 10) Max Uplift 3=-45(LC 7), 2=-187(LC 10) Max Grav 3=56(LC 15), 2=214(LC 1), 4=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% :ural wood sheathing directly applied or 2-11-4 oc purlins. ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; J4, 0ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW IRS 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 187 lb uplift at joint 2. AndrelrJohasoa PE \o.84943 3LTek USA, Inc R Cell 6634 16013 Suiogley Ridge Road, Chesterfield, J10 63017 Date: September 14,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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 bracing and permanent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVTPI1 Quality Criteria, DSB-69 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 1820 B BLK NO HS 147879848 2866816 C5 JACK 4 1 Job Reference (optional) 6.00 12 2 1 3x4 A. o. 4 = ST1.5x8 STP= 0.40U a �uy 1O 4U41 rvu i en uluuanes, urc. Mon oep Io I4:ntj:43'LU2I rage I ed6RbYnXO16Sf6ghjjz4cnz-W mywgkTkOtFbS1 NprXm8BhX7_Atr7Zvl EZK6gfyeO2A 1-4 n1�n 3 4 Scale=1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=184(LC 10) Max Uplift 3=-113(LC 10), 2=-192(LC 10) Max Grav 3=132(LC 15), 2=277(LC 15), 4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ural wood sheathing directly applied or 4-11-4 oc purlins. ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; 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 I 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. j 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 113 lb uplift at joint 3 and 192 lb uplift at joint 2. Andrew JOhnso9 PE No. 84943 \LTek USA, Inc n Ced 6634 16023 Snin81ey Ridge Road, ChesterOeld,110 63017 Date: September 14,2021 Q 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 ANSVrPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879849 2866816 C5V SPECIAL 6 1 Job Reference (optional) -1-4-0 5x6 ST1.5x8 STP = 6.00 12 .,may vll 1 CA II IU 1J11105, IIIG. iviurl aep I o 14:Jo:44 eue I rage i NBBpX3jR187zeOm7kz5?ad-_yW Iu4UMnBNR4vy?PFHNkv41RaD2sO9RTC4fC5yeO29 -4 -4 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=182(LC 10) Max Uplift 3=-116(LC 10), 2=-189(LC 10) Max Grav 3=133(LC 15), 2=276(LC 15), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3 Scale = 1:17.6 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% ural wood sheathing directly applied or4-11-4 oc purlins. ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWF�RS 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. I 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 189 lb uplift at joint 2. Andrew Johason PE No. 84943 31i1ekUSX Inc. FL Cert 6634 16023 Sniagiq Ridge Road, Chesterfield, MO 63017 Date: September 14,2021 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 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/TP11 Quality Criteria, DSB-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type ally Ply 1820 B BLK NO HS 147879850 2866816 D02 HIP 1 1 Job Reference (optional) ,.y, I ter, , ,a,,. ,.y, .,. , o.vou s mug I o eue I rvu i eK inuus[nes, Inc. ivion Sep id 14=:4G zu21 rage 1 1-4.0 48 = 3 10 11 4x6 = 4 1-4 Scale=1:36.6 6.00 rl2 I 2 I c d; 5 rn 6 Io Li e e 9 12 8 13 7 e � ST1.5xB STP = 2x4 11 44 = 3x4 —_ ST1.5x6 STP = 4x4 = 4x4 = 7-0-0 13.0-0 19-11-4 7-0-0 6-0-0 I 6-11.4 Plate Offsets (X,Y)-- [3:0-5-4,0-2-01,[4:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.11 2-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.17 7-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 86lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=171(LC 7) Max Uplift 2= 796(LC 8), 5=-817(LC 8) Max Grav 2=1416(LC 1), 5=1420(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2432/1201, 3-4= 2091/1173, 4-5=-2428/1238 BOT CHORD 2-9= 909/2075, 7-9=-912/2098, 5-7= 932/2068 WEBS 3-9=-74/683, 3-7= 281/48, 4-7=-59/698 .ural wood sheathing directly applied or 2-10-13 oc puffins. ceiling directly applied or 5-11-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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) 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 796 lb uplift at joint 2 and 817 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 87 lb up at 7-0-0, 86 lb down and 162 lb up at 9-0-12, and 86 lb down and 162 lb up at 10-11-4, and 116 lb down and 290 lb up at 13-0-0 on top chord, and 374 lb down and-163 lb up at 7-0-0, 65 lb down at 9-0-12, and 65 lb down at 10-11-4, and 374 lb down and 163 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 2-5=-20 Concentrated Loads (lb) Vert: 3=-116(B) 4=-116(B) 9= 374(B) 7=-374(B) 10=-86(B) 11= 86(B) 12= 40(B) 13= 40(B) Andrew Johason PE No.84943 hLTek USA, Inc FL Cert 6634 16023 Slrmgiey Ridge Road, Chesterrield,11063017 Date: September 14,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -' D-esign 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 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 ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 1 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879851 2866816 E3 JACK 3" 1 - Job Reference (optional) Builders PlrstSource (Plant city, FL), Plar LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.02 2-4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.02I 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING- I TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3— 49(LC 10), 2=-226(LC 10), 4= 40(LC 6) Max Grav 3=69(LC 15), 2=205(LC 1), 4=55(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left 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 rejirements 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 49 lb uplift at joint 3, 226 lb uplift at joint 2 and 40 lb uplift at joint 4. AedrelrJohnson PE No.84943 51ifek USA, Inc FL Cat 6634 16023 Slringley Ridge Road, Chesterfield, 310 63017 Dale: September 14,2021 .e © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 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 bracirig 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 ANSIrrPh Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879852 2866816 E7 JACK - 4 1 Job Reference (optional) -1-4-0 6.00 12 2 1 ' 6• 6• d• 3x4 = ST1.5x8 STP = o.vov a n 9 r o 4 4 r rvu i cm r IUUbL11Ub, mu. rvrun oep i o r'f;oo;,+v 4u4 I rage r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. i (Ioc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.11 2-4 >695 240 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.23 2-4 >347 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=240(LC 10) Max Uplift 3=-181(LC 10), 2= 207(LC 10) Max Grav 3=204(LC 15), 2=351(LC 15), 4=132(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. l 4 Scale=1:23.5 PLATES GRIP MT20 244/190 Weight: 24 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW IRS 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. j 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 3 and 207 lb uplift at joint 2. Aodrewdohason PE \0.84943 NUT& GSA, lac FL Cert 6634 16013 Smfdgley Ridge Road, Chesterfield, MO 63017 Date: September 14,2021 A 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 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 is MiTek' 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 ANSVTPIt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 2866816 E7V SPECIAL 10 1 147879853 - - - Job Reference (optional) 1-4.0 N � d• 5x6 ST1.5x8 STP = 6.00 F12 nuy 11luu— vo, u— Iv—1 oCp io 14=;au eue I rage 1 K3j RI87zeOm7kz5?ad-p6uZ87Z7M18bogP9mVOn—AKJg?BVGkeKrBX_Qlye023 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. j t (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.12 2-4 >674 240 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=237(LC 10) Max Uplift 3=-184(LC 10), 2=-204(LC 10) Max Grav 3=205(LC 15), 2=350(LC 15), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3 Scale =1:23.2 m c7 N PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% ural wood sheathing directly applied or 6-0-0 oc purlins. ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=4511t; 1-10ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS 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. it 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. 'I 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint 3 an joint 2. d 204 lb uplift at AndretrJohason PE No.84943 1LTek USA, Inc. R Ced 6634 16023 SniogleyRldge Road, Chesterfield,110 63017 Date: September 14,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' - D'esign 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 II 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 ANSVTP11 Quality Criteria, DSB-fig and SCSI Building Component 1fi023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BILK NO HS 2866816 E7VP SPECIAL 7 1-147879854 - - 101— rya,, o , oi„_. Job Reference (optional) - y , , ryll , cn 11 IUUJ IGJ, II N. IVIUI I -tlp 1 o 14; o:D I eue I rage 1 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-HIRxMTal7KGSQ_UDvOW NsUaOZ1 ?BuT4oGXyBye022 1 4 0 7.0-0 1-4-0 7-o-n 6.00 12 I I I 4x6 I 2 I 1 6 3.00 r o- Q. ST1.5x8 STP = 3x4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. i (roc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.11 2-4 >735 240 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.09 2-4 >856 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=303(LC 10) Max Uplift 3= 181(LC 10), 2=-327(LC 10), 4=-102(LC 6) Max Grav 3=204(LC 15), 2=346(LC 1), 4=132(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. 3 Scale=1:23.3 m m N PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% Ural wood sheathing directly applied or 6-0-0 oc purlins. ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2E) zone; porch left 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 forverifying 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 3, 327 lb uplift at joint 2 and 102 lb uplift at joint 4. Andrew Johnson PE No. 84943 Mifek USA, Inc. FL Ce116634 16013 Swingle} Ridge Road, Chesterfield, MO 63017 Dale: September 14,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.5119/2020 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 'I building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 ( Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879855 2866816 H3 -JACK 1 1 - I Job Reference (optional) ounuerS r-IrbLovurue trlant City, ref, Plant city, FL - 3356/, I 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 14:58:52 2021 Page 1 Ip:3xt?Yd6RbYnXO16Sf6ghiiz4cnz-IV?JZpaNueOJ28ZXtwQF3bPiL-oznkeBclSO4Udve021 i6[ebG1 2x4 = 4.24 12 Scale = 1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. iri (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 16 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD R�id ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-8, 4=Mechanical Max Horz 2=131(LC 8) I Max Uplift 3=-31(LC 5), 2=-258(LC 8), 4— 60(LC 4) Max Grav 3=62(LC 1), 2=241(LC 1), 4=64(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I NOTES- I 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=I40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left 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. I 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 31 lb uplift at joint 3, 256 lb uplift at joint 2 and 60 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, and 56 lb down and 62 lb up at 1-5-12 on top chord, and 22 lb up at 1-5-12, and 22 lb up at 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=46(F=23, B=23) 6=22(F=11, B=11) Andren,Johmoo PE.No.84943 3LTekUSA, Inc. FL Cerl 6634 16023 Si ingley Ridge Road, Chesterfield, = 63017 Date: September 14,2021 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 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 verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek 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 ANSUTPIt Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 II 16023 Swingley Ridge Rd Chesterfield, MO 63017 4 Job Truss Truss Type Oty Ply 1820 B BLK NO HS 147879856 2866816 H7 MONO TRUSS 2 1 8 2 4.24 F12 3x4 3 ,uy I vu I CA II1-tilub, II IG. Iviul I aep to I'e:oo:oo eue t rage i d6RbYnXO16Sf6ghjjz4cnz-EhZim9b?fyW Af18kRexUboyogCAgTOnmX61e14ye020 9 5-3-10 4 r7 Scale=1:23.0 d' I 10 7 11 6 o• 6. 3x4 = 2x4 11 3x4 = 5 ST1.5x8 STP = 4.6.7 5-3-10 Plate Offsets (X,Y)-- [2:0-2-4,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.15 6-7 >778 180 BCLL 0.0 * Rep Stress ]nor NO WB 0.36 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=239(LC 8) Max Uplift 4=-167(LC 8), 2=-247(LC 8), 5=-70(LC 5) Max Grav 4=160(LC 1), 2=452(LC 1), 5=292(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 697/224 BOT CHORD 2-7=-313/629, 6-7=-313/629 WEBS 3-7=0/323, 3-6=-664/330 :ural wood sheathing directly applied or 6-0-0 oc purlins. ceiling directly applied or 9-10-12 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; 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 167 lb uplift at joint 4, 247 lb uplift at joint 2 and 70 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, 56 lb down and 62 lb up at 1-5-12, 5 lb down and 68 lb up at 4-3-11, 5 lb down and 68 lb up at 4-3-11, and 50 lb down and 138 lb up at 7-1-10, and 50 lb down and 138 lb up at 7-1-10 on top chord, and 22 lb up at 1-5-12, 22 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 2-5=-20 Continued on page 2 Andrew Johnson PE No. 64943 \Dfek USA, Inc FL Cert 6634 16033 Swingle}• Ridge Road, Chesterfield, J10 63017 Date: September 14,2021 - Q WARNING - Verity 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 Is MiTek' 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 SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 147879856 2866816 H7 MONO TRUSS I 2 1 Job Reference (optional) rage 2 4ye020 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=36(F=18, 13=18) 7=-11(F=-5, B=-5) 8=46(F=23, 13=23) 9— 99(F=-50, B=-50) 1 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 only with MITek® connectors. This design Is based only upon parameters shown, and is foran 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/TPI1 Quality Criteria, DSB-69 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Oty Ply 1820 B BLK NO HS 147879857 2866816 H7V SPECIAL 3 Y Job Reference (optional) M_ • • -••���•�� �• •�•^r, �n ,a, �n - ��� , 1 0.40U b MU9 10 LUG 1 111e 1 UK uluuSlnes, inc. whin oep 10 14:00:bb ZUZI rage 7 ID:193QGW BBpX3jRl87zeOm7kz57ad-eGFgPAduytulWltJ6mVBDRaLSPDMgMxCD4—IcPye01 z -1-10-10 5-4.1 1 9-10-1 2 u6• o• 3x4 = ST1.5x8 STP = 10 4.24 12 3x4 3 9 I I 8 I 13 7 12 ��,2x4i II 11 2.112 F12 6 3x4 = 4 Scale=1:22.9 N 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 [nor NO Code FBC2020/TP12014 CSI. TC 0.57 BC 0.61 WB 0.33 Matrix-SH DEFL. in Vert(LL) 0.07 Vert(CT) -0.111 Hori(CT) -0.01 (loc) I/defl Ud 6-7 >999 240 6-7 >999 180 1 5 n/a n/a PLATES GRIP MT20 244/190 Weight:41 lb FT=20% LUMBER- BRACING - TOP CHORD, 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=236(LC 8) Max Uplift 4=-166(LC 8), 2=-272(LC 8), 5=-161(LC 5) Max Grav 4=136(LC 1), 2=448(LC 1), 5=295(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 992/637 BOT CHORD 2-7=-703/911, 6-7=-710/907 WEBS 3-7=0/315,3-6=-894/696 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 I - 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 4, 272 lb uplift at joint 2 and 161 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 lb up at 1-5-12, 80lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5= 20 Continued on page 2 AndreieJohnsoa PE So. 54943 111Tek DSA,tac. FL Cerf 6634 16013 SssfnogRidge Road, Chesterfield, M063017 Date: September 14,2021 Q 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 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 propedy 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 bracind 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I 16023 Swingiey Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 1820 B BLK NO HS 1478798577V 2866816 - H- - SPECIAL 3 1- - -- - Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Aug 16 2021 MiTek Industries, Inc. Mon Sep 13 14:58:56 2021 Page 2 I D:193QG W BBpX3j RI87zeOm7kz5?ad-eG FgPAduytul W ItJ6mVBD RaLSPDMgMxCD4_IcPye01 z LOAD CASE(S) Standard i Concentrated Loads (lb) I Vert: 8=49(F=24, B=24) 9=36(F=18, B=18) 10=-99(F=-50, B=-50) 11=23(F=11, B=11) 12�I 11(F— 5, B= 5) 13=-51(F=-25, B= 25) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. :1i 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 •Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrfcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component gley Ridge Rd Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 , MO 63017 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1 fi - -I- For 4 x 2 orientation, locate plates 0- 16 ' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details -available in MiTek 20 20/ software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: 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. 0 Ir O U CL O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LET_TERED-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. AL. 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/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, 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 purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, g section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. established by others. 1 15. Connections not shown are the responsibility of others. © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.