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HomeMy WebLinkAboutTRUSS00 d- 55' 8" 50' 0" 31 T 8" J 5 = o O 3 w 1 ' 12' 8" 71 011 191811 12' 8" 551811 MOM 231411 i 0 n LO tco T- TRUSS END DETAIL SQUARE CUT OVERHANG 12 w/2x4 LEVEL RETURNS 6 BY TRUSS COMPANY 6 3/8" HEEL HEIGHT Z-0" 10 X K3 �t I CV M so, REVIEWED FOR ,"ODE COMPLIANCE . . U, COUNTY HANGER LEGEND :- ALL 2x HANGERS SHOWN ARE HTU26 UNLESS NOTED OTHERWISE ` - ALL 4x2 FLOOR HANGERS SHOWN ARE HHUS46 UNLESS NOTED OTHERWISE i MAIN WIND FORCE RESISTING SYSTEM/C-C HYBRID IMPORTANT WIND ASCE7-16 5 ENCLOSED This Drawing Must Be Approved And EXPOSURE CATEGORY C Returned Before Fabrication Will OCCUPANCY CATEGORY II Begin. For Your Protection Check All 3 WIND LOAD 170 MPH Dimensions And Conditions Prior To *TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF Approval Of Plan. BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH 1 ANY OTHER LIVE LOADS SIGNATURE, BELOW INDICATES ALL -- NOTES AND DIMENSIONS HAVE ROOF LOADING FLOOR LOADING BEEN ACCEPTED. TCLL: 20 PSF TCLL: PSF TCDL: 15 PSF TCDL: PSF / BCDL: 10 PSF BCDL: PSF TOTAL. 45 PSF TOTAL. PSF �3y Date DURATION: 1.25 DURATION: v CAUTION!!! i �DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-131 SUMMARY SHEETS. i ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS, WARNING Backcharges Will Not Be Accepted j Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders FirstSource. NO EXCEPTIONS. ,The General Contractor Is Responsible For All Connections Other Than Truss ! to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 2921487-GEM'- MiTek USA, Inc. Site Information: 16023 Swingley Ridge Rd Project Name: WESTCOTT/JACKSON Model: Chesterfield, M063017 Customer Info: GEM BLDRS Pro 1 314-434-1200 Lot/Block: Subdivision: . Address: SILVER OAK DRIVE,. City: FORT PIERCE-ST LUCIE CO 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: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 49 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 148143432 Al 9/30/21 23 148143454 2 148143433 A2 9/30/21 24 148143455 3 148143434 A3 9/30/21 25 148143456 4 148143435 A4 9/30/21 26 148143457 5 148143436 A5 9/30/21 27 148143458 6 148143437 A6 9/30/21 28 148143459 7 148143438 A7 9/30/21. 29 148143460 8 148143439 A8 9/30/21 30 148143461 9 148143440 A9 9/30/21 31 148143462 10 148143441 A10 9/30/21 32 148143463 11 148143442 All 9/30/21 33 148143464 12 148143443 Al2 9/30/21 34 148143465 13 148143444 Cl 9/30/21 35 148143466 14 148143445 CJ1 9/30/21 36 148143467 15 148143446 CJ2 9/30/21 37 148143468 16 148143447 'CJ3 9/30/21 38 148143469 17 148143448 CJ4 9/30/21 39 148143470 18 148143449 CJ5 9/30/21 40 148143471 19 148143450 D 1 9/30/21 41 148143472 20 148143451 D2 9/30/21 42 148143473 21 148143452 D3 9/30/21 43 148143474 22 148143453 EJ4 9/30/21 44 148143475 Truss Name EJ7 G 171 G2 HJ4 K171 K2 K4 K5 K6 Ll M1 M2 P61 PB2 PB5 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 (Fort Pierce). Truss Design Engineer's Name: Liu, Xuegang 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 ®®���� FOR 9/30/2 EVIE E® C� 9/30% DE CVN� PLIAN 9/3d' 2 9/3Q/�j1- tUCIE COUNTY 9/3 . / 9/30/21 9/30/21 �ve,j 9/30/21 9/30/21 9/30/21 OCT 202.1 9/30/21 9/30/21 ST. Lucie County, Permitting 9/30/21 —�- 9/30/21 9/30/21 9/30/21 9/30/21 rn 9/30/21 9/30/21 y f„f' �. %gGANG No 6 6 6 .. �cc= STATE OF 44/ A,� O R O P \��`e Xuegang Llu PE No.67626 M7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 30,2021 Liu, Xuegang 1 of 2 RE: 2921487-GEM - Site Information: Customer Info: GEM BLDRS Project Name: WESTCOTTMACKSON Model: . Lot/Block: . Subdivision: . Address: SILVER OAK DRIVE,. City: FORT PIERCE-ST LUCIE CO State: FL No. Seal# Truss Name Date 45 148143476 V1 9/30/21 46 148143477 V2 9/30/21 47 148143478 V3 9/30/21 48 148143479 V4 9/30/21 49 148143480 V5 9/30/21 2 of 2 Job Truss Truss Type Qty Ply 2921487-GEM Al PIGGYBACK BASE 8 1 148143432 Job Reference (optional) twy lO— l rwr run rrruuslrres, rrlt;. yvea aep Ca jo:1b::71 Lull t-age1 ' ID:OyAjBm2?TRQgYMVts_wlsyzNVH_-9tEVYdsb7OuQgzfce26?KOvl3_XF_893nM9_AYyYm2w 2.0-0 6-3-0 12-4.0 18.11-15 26-8-0 31-0-1 3%10 43-0-8 50.0-0 2-0- 4:; 2 -0 6-3-0 6-1-0 6-7-15 7-8-1-6-15 6-5-8 6.11.8 2-0-0 6.00 12 5x6 4x6 i 5 30 4x4 -:�- 4 x4 II 3 2 2x4 11 29 2x4 = 2 1 0 M . x8 STP = 22 21 5x8 = 8x10 = 4x4 II 8x10 = 6-3-0 12-4-0 18- 6x8 = 6 4x4 = 3x4 11 v 3x4 11 7x10 = 6x8 = 8 1b 6x8 = 6x8 = 44 = Scale = 1:99.6 0 0 2x4 11 2x4 11 12 2x4 = 13 9199 ST1.Sx8 I� 5x8 = Plate Offsets (X,Y)-- [1:0-2-0,0-0-12], [2:0-0-12,Edge], [6:0-5-4,0-3-0], [8:0-5-4,0-3-0], [12:0-0-12,Edge], [13:0-2-0,0-0-12], [16:0-3-0,0-3-0], [18:0-3-4,0-3-8], [20:0-5-8,0-6-12], f2l:Edge 0-3-8] [22:0-3-8 0-4-01 [24:0-2-8 0-1=01 [27.0-2-8 0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.28 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.57 18-19 >999 240 BCLL 0.0 * Rep Stress [nor YES WB 0.92 Horz(CT) 0.26 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.31 19-20 >999 240 Weight: 406lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-10 oc purlifSs BOT CHORD 2x6 SP No.2 *Except* 5-21,7-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* BOT CHORD 20-22,16-18: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=509(LC 11) Max Uplift 2= 1173(LC 12), 12=-1173(LC 12) Max Grav 2=2781(LC 17), 12=2796(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4907/2209, 3-5=-5429/2537, 5-6=-4005/2035, 6-7=-3576/2029, 7-8=-3568/2025, 8-9=-3551/1914, 9-11 =-4570/2171, 11-12=-4879/2250 BOT CHORD 2-22— 1754/4589, 21-22=-132/323, 5-20=-318/1124, 19-20=-1905/5092, 18-19=-1201/3722, 7-18= 472/420, 14-16=-1491/3562, 12-14=-1821/4190 WEBS 3-22= 731/435, 20-22=-1657/4360, 3-20=-146/509, 5-19=-1725/881, 6-19=-391/1245, 6-18=-195/451, 16-18=-1016/3049, 8-18=-576/1410, 8-16= 149/351, 9-16=-1006/616, 9-14=-173/764, 11-14=-424/362 except 2-0-0 oc purlins (3-5-11 max.): 6-8. Rigid ceiling directly applied or 5-4-5 oc bracing. Except: 1 Row at midpt 7-18 1 Row at midpt 20-22, 5-19, 8-16, 9-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2). Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 18-11-15, Exterior(2R) 18-11-15 to 27-5-12, Interior(1) 27-5-12 to 31-0-1, Exterior(2R) 31-0-1 to 39-5-14, Interior(1) 39-5-14 to 51-9-3 zone; cantilever left and right exposed ;C-C for -members and forces & MW FRS for -reactions shown; Lumber DOL=1.60 plate grip DOL=1:.60 3) 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 = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing"plate capable of withstanding 1173 lb uplift at joint 2 and 1173 lb uplift at joint 12. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. kegang Lta PE No.67616 31iTek GSA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: - -September 30,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not�� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSVrPI1 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 148143433 2921487-GEM A2 Hip 1 1 Job Reference (optional) - --- -- -. ,, ....... - - - -- , ,-2-0-0, 6-3-0 12-4-0 17-0.0 2-0-O' 6-3-0 6.1-0 4-8.0 2 2x4 9 0 6.00 12 6x8 = 6 1 0.90U b AUIJ 10 LUG 1 1vn I UK muUSUres, Inc, vvea nep xv s J:-ib:Jts zuzl rage 7 ID:oyAjBm2?TRQgYMVts_wlsyzNVH--SD9900x UYnR?2hyZOke6shUroy47lw5OyLsweyym2p 26-8.0 33-0-0 38-7-5 44-2-10 50.0-0 b2-0.0 4-8-4 6-4-0 5-7-5 5.7-5 4x4 = - 3x4 II 6x8 = 7 31 32 8 33 9 Scale=1:98.0 I II x4 = 4 J 11.bxd Jl r= 23 22 5x8— -- vV 18 17 1— "" — ST1.5x8 STP= 5x8 = Bx10 = 4x4 11 3x4 II 6x8 = 6x8 = 4x4 = 5x8 = Bxl2 = 7x10 = 6-3-0 12-4-0 17-0-0 21-11-12 26-8-0 33-0-0 41-5.0 50-0-0 6-3-0 6-1-0 4-8.0 4-11-12 4.8.4 6-4.0 8-5-0 8--7- Plate Offsets (X,Y)-- [1:0-2-0,0-0-12], [2:0-1 -0, Edge], [9:0-5-4,0-3-0], [13:0-0-12,Edge], [14:0-2-0,0-0-12], [17:0-2-0,0-3-0], [19:0-4-4,0-3-8], [21:0-8-8,0-6-12), [22:Edge,0-3-8], [23:0-3-8,0-4-0] [25:0-2-8 0-1-0p [28:0-2-8 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.31 19-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.62 19-20 >948 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.24 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.32 19-20 >999 240 Weight: 407lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-5-6 oc bracing. Except: 5-22: 2x4 SP No.2, 19-21: 2x6 SP M 26, 8-18: 2x4 SP No.3 1 Row at midpt 8-19 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 21-23, 5-20, 9-17, 10-17, 7-20, 7-19 21-23,17-19: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Horz 2=460(LC 11) Max Uplift 2=-1173(LC 12), 13=-1173(LC 12) Max Grav 2=2770(LC 17), 13=2782(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4890/2224, 3-5=-5350/251,9, 5-6=-4287/2143, 6-7=-3824/2002, 7-8=-4008/2177, 8-9=-3998/2176, 9-10=-3759/1961, 10-12=-4651/2193, 12-13=-4891/2256 BOT CHORD 2-23=-1772/4539, 22-23=-145/424, 5-21=-366/1068, 20-21=-1869/4963, 19-20=-1537/4150, 8-19= 406/372, 15-17=-1596/3745, 13-15— 1837/4198 WEBS 3-23=-704/436, 21-23=-1662/4206, 3-21=-113/497, 5-20=-1454/791, 6-20_ 680/1538, 17-19=-1081/3089, 9-19= 585/1430, 9-17=-134/413, 10-17=-877/556, 10.15=-103/578, 12-15=-276/271, 7-20= 633/384, 7-1 9=- 125/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 17-0-0, Exterior(2R) 17-0-0 to 25-5-13, Interior(1) 25-5-13 to 33-0-0, Exterior(2R) 33-0-0 to 41-5-13, Interior(1) 41-5-13 to 51-9-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber-DOL=1.60 plate -grip DOL=1.60 _ 3) 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 BCD = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1173 lb uplift at joint 2 and 1173 lb uplift at joint 13. Xuegang Liu PE -No.67626 31tTek USA, Inc. FL Cet16634 6904 Parke East Bhd. Tampa FL 33610 Date: -- September-30,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 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 Job Truss Truss Type Qty Ply 148143434 2921487-GEM A3 Hip 1 1 Job Reference (optional) 6-3-0 12.4-0 15.0-0 �2-0-0' 6-3-0 6-1-0 2-8.0 6x8 = 6.00 12 3x4 II 5 26-8.0 o-ov O rug I O aU I Ivu r en n musures, imL- vv_eu oep zs r 3: I b:4U ZUZ7 rage t DgYMVts_wlsyzNVH_-OcHvRizE?91 BFMrKgRm6BHno2cbsaEaOrGaz?XvYm2r 8-4-0 1 7-5.0 1 7-7-0 3x4 II 4x4 = 4x6 = 6x8 = 6 29 30 7 8 31 9 511.bx651 P= 21 20 '' 4x4— �V 16 15 11- 13 5x8 = 8x10 = 4x4 11 4x4 11 6x8 = 6x8 = 2x4 11 7x10 = SAO = - Scale = 1:98.0 1 II x4 = ST1.5x8 STP = 5x8 = 6-3-0 12-4-0 15 20-10.0 26-8.0 35-0-0 42-5.0 50-0.0 6-3-0 6-1-0 2--00 5-10-0 5-10-0 8-4-0 7-5-0 7-7-0 Plate Offsets (X,Y)-- [1:0-2-0,0-0-12], [2:0-1 -0, Edge], [3:0-5-0,0-4-8], [9:0-5-4,0-3-0], [10:0-5-0,0-4-8], [11:0-1-0,Edge], [12:0-2-0,0-0-12], [15:0-2-0,0-3-0], [17:0-4-0,0-4-81, [19:0-4-4,0-3-121, [20:Edge,0-3-81, [21:0-3-8 0-4-01 [23:0-2-8 0-1=01 [26:0-2-8 0=1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.32 18-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.64 18-19 >918 240 BCLL 0.0 * Rep Stress Incr YES WB 0.84 Horz(CT) 0.26 11 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix-SH Wind(LL) 0.37 17-18 >999 240 Weight: 396lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-11 cc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 4-20,8-16: 2x4 SP No.3 WEBS 1 Row at midpt 19-21, 6-17, 15-17, 9-17, 10-15 WEBS 2x4 SP No.3 *Except* 19-21,15-17: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=411(LC 11) Max Uplift 2=-1173(LC 12), 11=-1173(LC 12) Max Gram 2=2768(LC 17), 11=2746(LC 18) FORCES. (lb) -Max. Comp./Max. Teri. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4888/2228, 3-4=-5100/2391, 4-5=-5129/2574, 5-6=-4621/2372, 6-8=-4566/2421, 8-9=-4556/2421, 9-10=-3963/1981, 10-11= 4821/2238 BOT CHORD 2-21=-1778/4503, 20-21=-177/336, 4-19= 376/378, 18-19=-1478/4149, 17-18=-1799/4761, 8-17= 541/464, 15-16=-137/427, 13-15=-1808/4128, 11-13=-1807/4131 WEBS 3-21=-545/369, 19-21= 1629/4233, 3-19= 29/353, 5-18=-483/1184, 6-18=-550/421, 15-17— 1186/2956, 9-17= 728/1704, 9-15=-21/344, 10-15=-914/556, 10-13=0/293, 5-19=-671/1409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 1.5-0-0, Exterior(2R) 15-0-0 to 23-5-13, Interior(1) 23-5-13 to 35-0-0, Exterior(2R) 35-0-0 to 43-5-13, Interior(1) 43-5-13 to 51-9-3 zone; cantilever left and right exposed ;C-C for. members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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 1173 lb uplift at joint 2 and 1173 lb uplift at joint 11. Xaegaog Liu PE No.67626 \trek USA, Inc. FL Cer16634 6904 Parke East Bhd. Tampa FL 33610 Date: September 30,2021 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 is MoTek' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP.11 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 148143435 2921487-GEM A4 Hip 1 1 Job Reference (optional) Builders FlrstSource (Fort Pierce), Fort Pierce,_FL - 34945, 8.430 s Aug 16 2021 MiT_ek Industries, Inc. Wed Sep 29 13:15:41 2021 Page 1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH= sorHe2_smT9?sWQXE9HLjVJ_zoznJkEY4waWXzyYm2m 2-0-0 6-7-0 13-0.0 21-0-9 28-11-7 37-0-0 43-5-0 50-0-0 52-0-0 2-0-0 6-7-0 6-5-0 8.0-9 7-10-13 8-0-9 6-5-0 6-7-0 2-0-0 9 0 6.00 12 6x8 525 7x10 = 6x8 = 626 7 5x8 = 7x10 = 5xS = 6x8 = 4x4 = 7x10 = 5x8 = Scale=1:93.2 6.7-0 13.0-0 21.0-9 28-11-7 37-0-0 43=5-0 - 50-0-0 6.7.0 6.5-0 8-0-9 7-10-13 8-0.9 6-5-0 6-7-0 Plate Offsets (X,Y)-- [1:0-2-0,0-0-12], [2:0-0-12,Edge], [3:0-5-0,0-4-8], [4:0-5-4,0-3-0], [6:0-5-0,0-4-8], [7:0-5-4,0-3-0], [8:0-5-0,0-4-81, [9:0-1-0,Edge], [10:0-2-0,0-0-12], -[12:0-5-0,0=4-8],[16:0-5-0,0-4-8] [19:0-2-8 0-1-0]-[22:0-2-8 0-1=0] - LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.30 13-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.60 13-15 >987 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.20 9 n/a n/a BCDL 10.0 Code FBC202OTFP12014 Matrix-SH Wind(LL) 0.35 13-15 >999 240 Weight: 366lb FT=20% LUMBER- BRACING- - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD 2x6 SP Nc.2 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 6-15, 7-13 OTHERS 2x4SP No.3 - REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2= 362(LC 10) Max Uplift 2=-1173(LC 12), 9=-1173(LC 12) Max Grav 2=2769(LC 17), 9=2773(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4887/2242, 3-4=-4223/2042, 4-5=-4628/2384, 5-6=-4627/2385, 6-7=-4641/2392, 7-8=-4230/2036, 8-9= 4899/2233 BOT CHORD 2-17=-1784/4464, 16-17=-1785/4461,-15-16=-1391/3866, 13-15=-1859/4690, 12-13=-1414/3603, 11-12=-1813/4200, 9-11=-1812/4203 WEBS 3-16=-685/456, 4-16=-150/641, 4-15=-623/1387, 5-15=-572/494, 6-13=-637/478, 7-13=-624/1392, 7-12— 146/638, 8-12— 689/452 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust). Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 13-0-0, Extedor(2R) 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 37-0-0, Exterior(2R) 37-0-0 to 45-5-13, Interior(1) 45-5-13 to 51-9-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible 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) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by other's) of truss to bearing plate capable of withstanding 1173 lb uplift at joint 2 and 1173 lb uplift at joint 9. - Xuegaug Liu PE.No. 67626 3ffiek USA, Inc. FL Cert 6634 6904 Parke East Bh-d. Tampa FL 33610 Date: - September 30,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 148143436 2921487-GEM A5 PIGGYBACK BASE 1 1 Jab Reference (optional) _--------------• _....__.__,•-__-_•-•-. ..-„,,,I,V_1V4-1Iv111en1—Uidea,InG._vveu01FpcvIJ:IJ:9J4ueI rage 1 D:OyAj Bm2?TRQgYMVts_wlsyzNVH_-pBy23j?614Pj 6pavLaKppwPL1 peinezgXE3dcsyYm2k -2-0-0 6-11-8 13-5-0 18-11-15 25.0-0 31-0-1 36.7-0 43.0-8 50-0-0 2-0.0 6-11-8 6.5-8 5-6-15 6.0-1 6-0-1 5-6-15 6-5-8 6-11-8 2-0-0 6x8 = 6.00 FIT 6x8 = 5x8 = 4x4 = 6x8 = 6x8 = 4x4 = 4x4 = 7x10 = 4x4 = 5x8 = 10.2-4 50.0-0 Scale=1:93.2 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC202OTFP12014 CSI. TC 0.48 BC 0.86 WB 0.67 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Lid -0.24 18-20 >999 360 -0.46 18-20 >999 240 0.18 12 n/a n/a 0.25 17 >999 240 PLATES GRIP MT20 244/190 Weight: 392lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins, except BOT CHORD 2x6 SP No.2 2-0-0 oc puffins (3-11-13 max.): 6-8. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-17, 5-18, 9-16 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=-509(LC 10) Max Uplift 2=-1173(LC 12), 12=-1173(LC 12) Max Grav 2=2835(LC 17), 12=2835(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4960/2251, 3-5=-4652/2171, 5-6=-3637/1914, 6-7=-3294/1891, 7-8=-3294/1891, 8-9=-3638/1914, 9-11=-4653/2171, 11-12=-4962/2251 BOT CHORD 2-20=-1785/4644, 18-20=-1453/4018, 17-18— 1066/3391, 16-17=-1102/3185, 14-16=-1489/3636, 12-14=-1822/4264 WEBS 3-20= 424/365, 5-20— 176/761, 6-18=-394/1094,.6-17= 240/527, 7-17= 453/403, _ 8-17= 240/527, 8-16=-394/1095, 5-18=-995/609, 9-16=-995/609, 9-14=-176/763, 11-14=-425/365 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 18-11-15, Exterior(2R) 18-11-15 to 27-5-12, Interior(1) 27-5-12 to 31-0-1, Exterior(2R) 31-0-1 to 39-5-14, Interj0r(1) 39-5-14 to 51-9-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 adequatedrainageto prevent water ponding. _ - 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall -by 2-0-0-wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1173 lb uplift at joint 2 and 1173 lb uplift at joint 12. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. XuegaugLiu PE No.67626 yLTek USA, Inc. FL Ceti 6634 6904 Parke East Bhd Tampa FL 33610 Date: - - 1 -September 30,2021- A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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-69 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 2921487-GEM A6 Hip 1 1 - -- 148143437 o.ar.r. c.. 0 ,. IC.. Job Reference (optional) m C7 O 0-0, 6-11-8 13-5.0 19-10-8 l-0' 6-11-8 8 R-5-R 6x8 = 6.00 12 6 29 _ v a —Y 10 G 4I IVII I UK IIIUU6lrIUS, mc_ yvea ID:OyAjBm2?TRQgYMVts_wlsyzNVH_-IZ40UP1 NgifRL7klT_N 30-1-8 36-7-0 43.0-8 5-1-8 6-5-8 fi-5-8 6x8 = 7 30 8 aep zu 1:3:1 b:4b zwei rage 1 HuLUhXdJ_FXg7?YYkgkyYm2i 50.0-0 52-0-0 6-11-2-0 5x8 = 4x4 = 6x8 = 4x4 = 7xl0 = 4x4 = 6x8 = 4x4 = 5x8 = 25-0-0 Scale = 1:93.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.26 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.50 14716 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.18 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.25 18 >999 240 Weight: 396lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 7-17, 9-16 OTHERS 2x4 SP No.3 REACTIONS. (size) 12=0-8-0, 2=0-8-0 Max Horz 2=531(LC 11) Max Uplift 12=-1173(LC 12), 2=-1173(LC 12) Max Grav 12=2835(LC 18), 2=2835(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4965/2244, 3-5=-4660/2169, 5-6=-3543/1877, 6-7= 3137/1837, 7-8=-3137/1837, 8-9=-3543/1877, 9-1 1=-4662/2169,11-12=-4966/2244 BOT CHORD 2-20=-1778/4662, 18-20=-1464/4039, 17-18=-1020/3307, 16-17=-1056/3121, 14-16=-1501/3642, 12-14=-1814/4265 WEBS 3-20=-409/349, 5-20=-159/777, 5-18=-1072/644, 6-18=-381/1122, 6-17=-206/427, 7-17=-363/320, 8-17=-206/427, 8-16=-381/1123, 9-16=-1072/644, 9-14=-159/778, 11-14=-410/349 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 19-10-8, Exterior(2R) 19-10-8 to 28-4-5, Interior(1) 28-4-5 to 30-1-8, Exterior(2R) 30-1-8 to 38-7-5, Interior(1) 38-7-5 to 51-9-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1173 lb uplift at joint 12 and 1173 lb uplift at joint 2. Xuegaag Liu PE No. 67616 31frek GSA, Inc. FL Ced 6634 6904 Parke List Bh d. Tampa FL 33610 Date: September 30,2021- -- 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 piTek� 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 " 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 Job Truss Truss Type Qty Ply 2921487-GEM A7 Hip 1 1 _ 148193438 Job Reference o tional -ou J f uy i o cuc i rva i eK maustnes, inc. vvea Jep Zy 1:1:1 b:4ti ZU21 va9e 1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH= DmeAhli?b?nlzHJU1 itWQY1 sji gQjVHDCHHCByYm2h 2-0-0 6-0-14 11-11-11 17-10-8 25-0-0 32-1-8 38-0-5 43.11-2 50-0-0 2-0-0 �2.0-0 6.0-14 5-10-19 5-10-13 7-1-8 7-1-8 5-10-13 5-10-13 6-0-14 2-0-0 6x8 = 6.00 F12 2x4 11 _ 6 30 31 7 32 33 6x8 = 8 Scale: 1/8"=1' 0 00 I I 0 = 3 m icb 0 of i.oxooir— 18 - 17 '- 16 "" "" ST1.5x8STP= 5x8 -- 4x4 =- 6x8 = 4x4 = 7x10 = 4x4 = 6x8 44 = 5x8-= 9-0-4 8-10-4 50-0-0 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.23 18-20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.46 18-20 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.19 12 n/a n/a BCDL 10.0 Code FBC202OfFP]2014 Matrix-SH Wind(LL) 0.26 17 >999 240 Weight: 384Ib FT=20 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 7-17, 9-16 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=482(LC 11) Max Uplift 2=-1173(LC 12), 12=-1173(LC 12) Max Grav 2=2831(LC 17), 12=2831(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4985/2251, 3-5=-4726/2183, 5-6=-3769/1935, 6-7=-3503/1968, 7-8= 3503/1968, 8-9=-3769/1935, 9-1 1=-4727/2183,11-12=-4987/2251 BOT CHORD 2-20= 1794/4644, 18-20=-1532/4142, 17-18=-1129/3500, 16-17= 1163/3271, 14-16=-1569/3781, 12-14=-1830/4285 WEBS 3-20=-313/292, 5-20— 115/628, 5-18=-930/581, 6-18= 337/1018, 6-17= 285/636, 7-17=-550/474, 8-17=-285/637, 8-16= 337/1018, 9-16= 930/581, 9-14=-115/629, 11-14=-314/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 17-10-8, Exterior(2R) 17-10-8 to 26-4-5, Interior(1) 26-4-5 to 32-1-8, Exterior(2R) 32-1-8 to 40-7-5, Interior(1) 40-7-5 to 51-9-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to.the use of this truss component. 4) Provide adequate drainage to.prevent water ponding. 5) 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 1173 lb uplift at joint 2 and 1173 lb uplift at joint 12. \uegang Liu PE No.67626 3bTek USA, Inc. FL Ced 6634 -6904 Park, East Blvd. Tampa FL 33610. Bate: September-30,2021 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 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/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 — — 2921487-GEM A8 Hip 1 1 _ 148143439 Job Reference (optional) 2x, c7 0 o-ou t Hug to cuc 1 ivn i eK inuusmes, inc. vvea z)ep za 1J:15:46 2U21 rage_1_ ID:OyAjBm2?TRQgYMVts_wlsyzN VH_798mx6R3F7d10CbSt87w_W z6CIgMcS rfZhVmOH3yYm2f 2-0-0 5.9-6 11-4-11 17-0-0 25-0-0 33-0.0 38-7.5 44-2-10 50-0-0 5-9-6 5-7-5 5-7-5 8-0-0 8-0-0 5-7-5 5-7-5 5-9-6 ST1.5x8 STP = 5x8 = 6x8 = 6.00- 12 2x4 II 6x8 6 24 7 25 26 27 8 — 1 17 4x4 = 6x8 = 4x4-= 8-0-0 16 7x10 = Scale = 1:94.3 0 m - Iu; 0 15 14 JJ J4 1J ST1.5x8 STP = 44 = 5x6 = 44-= _ _- - 5x6 = Plate Offsets (X,Y)-- [1:0-2-0,0-0-12] [2:0-0-12 Edqe] [6:0-5-4 0-3-01 [8:0-5-4 0-3-0] [12:0-2-8 Ed e] [16:0-5-0 0-4-81 [21:0-2-8 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.24 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.47 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.19 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.28 16 >999 240 Weight: 373lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD 2x6 SP No'2 BOT CHORD Rigid ceiling directly applied or 5-3-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 7-16, 9-15 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=447(LC 11) Max Uplift 2= 1178(LC 12), 12=-996(LC 12) Max Grav 2=2826(LC 17), 12=2670(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4979/2275, 3-5=-4740/2213, 5-6=-3863/1983, 6-7=-3698/2067, 7-8=-3698/2067, 8-9=-3873/1979, 9-11=-4782/2241, 11-12=-5014/2325 BOT CHORD 2-19=-1912/4601, 17-19=-1671/4154, 16-17=-1286/3561, 15-16=-1270/3320, 13-15=-1653/3860, 12-13=-1929/4340 WEBS 3-19=-275/271, 5-19=-102/565, 5-17=-860/551, 6-17=-316/974, 6-16=-333/749, 7-16=-626/531, 8-16=-318/743, 8-15=-321/982, 9-15=-876/562, 9-13=-168/599, 11-13=-300/339 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, interior(1) 4-2-13 to 17-0-0, Exterior(2R) 17-0-0 to 25-5-13, Interior(1) 25-5-13 to 33-0-0, Exterior(2R) 33-0-0 to 41-5-13, Interior(1) 41-5-13 to 49-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4). Provide adequate drainage to prevent water ponding. 5) This truss has been designed for 10.0psf 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 1178 lb uplift at joint 2 and 996 lb uplift at joint 12. Xaegang Liu PENo. 67626 3LTek USA, Inc. FL Cett 6634 6904 Parke East Md. Tampa FL 33610 Date: - September 30,2021 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 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 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 - - - - - -- - - — — 148143440 2921487-GEM A9 Hip 1 1 Job Reference (optional) ...-•--- ---�. -_ • ..-.--„ � �_�,_ _ ��_���, _ _ 0.— a nuy_! o 4u 1 rvn 1 en a iu_uJuies, mc._v_v eu aep za 13: 10:4y ZUZ7 rage l ID:OyAjBm2?TRQgYMVts_wlsyzNVH= dLKJKn4tuw9tgk13igRD2BfMmEgCBNCjw9WxpVyYm2e 2-0-0 7-7-0 15-0-0 21.8-0 28-4-0 35-0.0 42-5-0 50-0.0 12-0.0 7-7-0 7-5-0 6.8-0 6-8-0 6-8-0 7-5-0 7-7-0 Scale=1:90.9 2x, c7 0 4x4 = - 6.00 12 6x8 = 4x6 = - 4x4 = 6x8 = 4 21 5 22 6 237 8 0 0 0 m 6 ST,1.5x8 STP = 15 14 Gb 27 t3 ea 29 12 11 5x8 — 5x8 = - 2x4 11 7x10 = - 7x10 = - 7x10 = - 2x4 11 " 7-7-0 25.0-0 10-0-0 riate uasets IA,rI-- [t:u-z-u,u-u-1z1 [z:u-i-u to e1 [3:U-5-U U-4-81 [9:0-5-0 0-4-8][12:0-5-0 0-4-81 [13.0-5-0 0-4-8] [14.0-5-0 0-4-8] [17.0-2-8 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.30 12-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.59 12-13- >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.21 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.32 13 >999 240 Weight: 357lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-14, 5-14, 7-12, 9-12 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=Mechanical Max Horz 2=398(LC 11) Max Uplift 2= 1183(LC 12), 10=-1001(LC 12) Max Grav 2=2798(LC 17), 10=2646(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4922/2271, 3-4=-4092/2016, 4-5=-3610/1921, 5-7= 4155/2191, 7-8=-3662/1929, 8-9=-4153/2051, 9-10=-5088/2342 BOT CHORD 2-15=-1896/4509, 14-15=-1896/4506, 13-14=-1686/4199, 12-13=-1714/4127, 11-12=-1954/4413, 10-11=-1953/4416 WEBS_ 3-15=0/281, 3-14=-889/557, 4-14=-497/1328, 5-14=-1D02/486, 5-13=-24/370, _ 7-13=-40/335, 7-12=-960/458, 8-12� 532/1344, 9-12=-1039/631, 9-11=0/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 15-0-0, Exterior(2R) _ _ 15-0-0 to 23-5-13, Interior(1) 23-5-13 to 35-0-0, Exterior(2R) 35-0-0 to 43-5-13, Interior(1) 43-5-13 to 49-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Refer to girder(s) for -truss to truss -connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1183 lb uplift at joint 2 and 1001 lb uplift at joint 10. Xuegang Llu PE 5o. 67626 SLTek USA, Inc. FL Ced 6634 6904 Parke East Bh'd Tampa FL 33610 Date: -September 30,2021 - 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 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 City Ply _ 148193441 2921487-GEM A10 Hip 1 1 Job Reference (optional) --'--- - ----- -- �• -• • • •-••-ten _ �• • • -•- �-�-��, D.- 3 muy i o cU41 rvu i eR nwustnes, inn. W_ea pep z`J i j:75:J3 "LULL rage 1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH= 5GMGzJtrf088vHp_mT8TPp-d_nDmS3eMEge5FRyYm2u 2-0-0 6-7-0 13-0-0 21-0-9 28-11-7 37-0-0 43-5-0 50-0-0 2.0-0 6-7-0 6.5-0 8-0.9 7-10-13 8-0-9 6-5-0 6-7-0 Scale = 1:90.9 6.00 12 61i8 = 4 7xl0 = 4x4 = 6x8 = 21 522 6 23 24 7 5x8 = 2x4 11 7x10 = 5x8 = 6x8 = 4x4 = 7xl0 = 2x4 11 Jno — 21-0-9 28.11-7 37-0-0 43-5-0 8-0.9 7-10-13 8-0-9 6-5.0 3],[4:0-5-4,0-3-01[5:0-5-0 0-4-8] [7:0-5-4 0-3-0] [11:0-5-0 0-4-8] [15:0-5-0 04-81[18:0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.31 12-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.62 12-14 >962 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.21 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.37 12-14 >999 240 Weight: 359lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 6-14, 7-12 OTHERS 2x4 SP No.3 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Horz 2=349(LC 11). Max Uplift 9=-1001(LC 12), 2= 1183(LC 12) Max Grav 9=2635(LC 18), 2=2783(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/2270, 3-4=-4253/2072, 4-5=-4673/2413, 5-6=-4673/2413, 6-7= 4724/2459, 7-8=-4342/2127, 8-9=-5125/2365 BOT CHORD 2-16=-1905/4470, 15-16=-1906/4467, 14-15=-1505/3873, 12-14=-2007/4724, 11-12= 1536/3710, 10-11=-1977/4458, 9-10=-1977/4458 WEBS_ 3-15= 684/454, 4-15=-150/641, 4-14=-638/1416, 5-14=-580/500, 6-12=-632/466, 7-12=-608/1379, 7-11=-180/706, 8-11— 857/535, 8-10=0/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 13-0-0, Exterior(2R). _ 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 37-0-0, Exterior(2R)37-0-0 to 45-5-13, Interior(1) 45-5-13 to 49-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0-psf bottomchord 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001 lb uplift at joint 9 and 1183 lb uplift at joint 2. Xaegang Liu PE \o.67626 \LTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: - - ' September-30,2021 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 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 ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 16023Swingley 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 _ 148143442 2921487-GEM All Hip 1 1 Job Reference (optional) o.4JU s HUy 10 LUZ 1 1v11 1 eK inciusrrles, inc. W eO bep Ze! l J:1 b:34 ZUZ1 rage 1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH= ZSweAfuTQJG?XROAKBfixOXp7BayBaYWTKNentyYm2t 2-0-0 5.11-4 11-0.0 18-0-14 25-0.0 31-11-2 39.0-0 44.0-12 50.0-0 2-Q-0 5-11.4 5-0-12 7-0.14 6-11-2 6-11-2 7-0-14 5-0-12 5-11-4 Scale=1:89.3 6.00 Fl2 T 2x4 2x4 11 2x4 = 2 m 1 6x8 = 4 26 5 27 28 2x4 II 4x6 = 6xB = 6 7 29 30 8 31- 9 0 1 19 o I� ST1.5x8'STP = 20 19 18 17 16 - i5 - - 14 13 12 5x8 = o 5x8 = 2x4 11 4x6 — 7xl0 — 5x6 — 2x4 11 3 - 10 25 24 32 1 5-11-4 _ _ 11-0-0 18-0-14 25-0-0 31-11-2 39-0-0 44-0-12' 50-0.0 5-11-4 5.0-12 7-0-14 6.11-2 6-11-2 14 5-0-12 5-11-4 Plate Offsets (X,Y)-- [1:0-2-0,0-0-121,[2:0-1-0 Edge], [4:0-5-4 0-3-0] [9:0-5-4 0-3-0] [16:0-5-0 0-4-81 [22'0-2-8 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.30 16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT)-0.6715-16 >883 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.20 11 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix-SH Wind(LL) 0.45 16 >999 240 Weight: 360lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling -directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-17, 9-15 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=Mechanical, 2=0-8-0 Max Horz 2=300(LC 11). Max Uplift 11=-1001(LC 12), 2=-1183(LC 12) Max Grav 11=2229(LC 1), 2=2382(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4226/2241, 3-4=-3851/2114, 4-5=-4603/2601, 5-6=-4996/2795, 6-8=-4996/2795, 8-9=-4641/2662, 9-10= 3935/2202, 10-11=-4412/2369 BOT CHORD 2-20=-1877/3653, 19-20=-1877/3653, 17-19=-1586/3383, 16-17=-2197/4602, 15-16= 2274/4640, 13-15=-1649/3458, 12-13=-1982/3843, 11-12=-1982/3843 WEBS 3-19=-423/340, 4-19= 129/392, 4-17=-830/1630, 5-17=-875/590, 5-16=-269/574, 6-16=-466/344, 8-16= 230/531, 8-15=-849/567, 9-15=-794/1588, 9-13=-171/441, 10-13= 582/431 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCD L=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. - II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 11-0-0, Exterior(2R) 11-0-0 to 19-5-13, Interior(1) 19-5-13 to 39-0-0, Exterior(2R) 39-0-0 to 47-5-13, Interior(1) 47-5-13 to 49-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 adequatedrainage to preventwaterponding. 5) All plates are 4x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -- will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001 lb uplift at joint 11 and I I83-lb - uplift at joint 2. Xuegaug Liu PE No.61626 rLTek GSA, Inc. FL Cert 6634 6904 Parke East Bh'd. Tampa FL 33610 Date: - - - - September 30,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 iVliTek` is always'required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 2921487-GEM Al2 Hip - - 1 1 1481434.43 Job Reference (optional) uiuuaulca,uiU. vveuaepcaIJ:ip:JOzuzl ragei ID:OyAjBm2?TRQgYMVts_wlsyzNVH= Wr1 ObKwjyxXjmlYZRciA1 Rc90?LQfRgoweslsmyYm2r 2.0.0 4-11-4 9.0-0 12-4-0 20-0-0 26-11-7 33-10-13 41-0-0 45-0-12 50.0-0 2-0-0 4-11-4 4-0-12 3-4-0 7-8-0 6-11-7 6-11-7 7-1-3 4-0-12 4-11-4 4x4 = 6x8 = -- - - - - 2x4 11 4x4 = 46 = 4x4 = 6x8 — 6.00 F12 4 5 25 26 6 7 8 27 28 9 29 10 fm Lt 2x4 I 2x4 = M 1 Scale = 1:89.3 -2x4 Z _ - 2x4 i x4 II 324 I 30 11 2 - 1 o ST1.5x8 STP = 20 19 i8 17 16 15 14 46 = 44 = .x= 4x4 =4x6-= - - ST1,5x8 STP = - - -ST15x8 STP -- -- - -= 710 - _ 46 = 6x8 = 5x8 = a-U-u _ 1'L-4-u 2u-D-U 26-11-7 33-10-13 - -41- 9.0-0 3.4.0 7-8-0 6.11-7 6-11-7 7-' Plate Offsets (X,Y)-- [1:0-2-0 0-0-12] [4:0-5-4 0-3-0] [10:0-5-4 0-3-0] [16:0-5-0 0-4-8] [17.0-3-8 0-3-12] [22:0-2-8 0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.07 15 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.15 15-16 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.77 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.10 15 >999 240 LUMBER- BRACING- 13 4x4 = 50.0.0 PLATES GRIP MT20 244/190 Weight: 353 lb FT = 20% TOP CHORD 2x6 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD , Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-17, 9-16 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 12=Mechanical. (lb) - Max Horz 2=251(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 12=-533(LC 12), 2=-30D(LC 12), 19=-437(LC 12), 17= 914(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 12=1216(LC 18), 2=493(LC 17), 19=933(LC 17), 17=2096(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-256/143, 3-4=-93/283, 4-5=-239/613, 5-6=-238/612, 6-8=-366/934, 8-9=-842/568, 9-10=-1719/1102, 10-11=-1841/1078, 11-12=-2166/1268 BOT CHORD 2-20=-185/343, 19-20=-276/347,.17-19=-934/693, 16.17=-241/842,_15-16=-776/1719, 13-15=-704/1599, 12-13=-1024/1875 WEBS 3-20=-457/417, 4-20= 130/366, 4-19=-765/412, 5-19=-443/407, 6-19=-149/417, 6-17=-767/507, 10-13=-114/429, 11=13=-422/398, 10-15=-92/263,,5-17=-2102/1118, 8-16=-277/707, 9-16=-1057/641 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp-C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-9-3 to 4-2-13, Interior(1) 4-2-13 to 9-0-0, Exterier(2R) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 41-0-0, Exterior(213) 41-0-0 to 49-5-13, Interior(1) 49-5-13 to 49-11-4 zone; cantilever left and right exposed ;C-C for. members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible.for verifying applied roof live -load shown covers rain loading requirements specific - to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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) Refer to girder(s) for truss to truss connections. - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 533 lb uplift at joint 12, 300 lb uplift at joint 2, 437 lb uplift at joint 19 and 914 lb uplift at joint 17. Xaegang Liu PE No. 67626 3LTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September-30,2021- - - ,&-WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. -Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 -andto MiTek' always required forstabilityprevent 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 ANSUfPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023Swingley 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 148143444 2921487-GEM C1 Half Hip Girder 1 1 Ruilrierc FirstSource rFnrt Pierce) FnM Din...,. FI QAnAr .. ..... _ .___ Job Reference (optional) .,. ....... ..•r ... _ __ ._ ._ __ ___. _ __..__._ ... _.___. _.. . .............�, 8. 30 b Auy i o cu[ i ivu i etc industries, Inq. wed Sep Za 7Ja b:oz zuzl rage_1 I D:OyAj Bm2?TRQgYM Vts_wlsyzN V H_-2w? Ryo 6m B rYRhCmeN z_wg pHnZRhH Ogs9c7 kbQgyYm2b -2.0.0 7-0-0 12-4-0 19-1-7 25-9-13 32-10-0 �-0-0 7-0.0 5-4-0 6-9-7 6-8-7 7-0-3 Scale=1:62.2 Special NAILED NAILED NAILED NAILED NAILED NAILED 5x8 = NAILED NAILED 2x4 -I I NAILED NAILED 3x6 = NAILED 4x6 = 5x6 = NAILED NAILED 5x8 = 6.00 F12 3 18 19 4 20 21 2223 5 24 6 25 7 26 27 28 29 830 ai 3Z 33 34 1z 3b 36 37 38 -- 39 40 41 - 42 4x4 = — 2x4 11 NAILED ST1.5x8 STP = 46 = 3x4 = NAILED NAILED 5x8 = NAILED ST1.5x8 STP = ' 3x8 11 Special 7x10 = NAILED NAILED NAILED NAILED NAILED NAILED 4x6 II NAILED NAILED - NAILED 7.0-0 12-4.0 19.1-7 25-9.13-32-10.0- - 7-0-0 5-4-0 6-9-7 6-8-7 7-0-3 Plate Offsets (X Y)-- [2:0-2-8 Edge] [2:0-0-0 0-1-81 [3:0-6-0 0-2-81 [6'0-3-0 Edge] [10'0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.12 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.27 9-10 >897 240 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.12 10-11 >999 240 Weight: 179lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-4-1 oc bracing. 10-12: 2x4 SP No.1 WEBS 1 Row at midpt - 3-13 8-10 WEBS 2x4 SP No.3 *Except* 8-9,4-13: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 9=0-6-0, 2=0-8-0, 13=0-8-0 Max Horz 2=295(LC 8) Max Uplift 9= 859(LC 8), 2=-364(LC 8), 13=-1828(LC 8) Max Grav 9=1872(LC 26), 2=657(LC 25), 13=3956(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-448/114, 3-4=-585/1265, 4-5=-584/1264, 5-7=-1589/727, 7-8=-2100/964, 8-9=-1632/942 BOT CHORD 2-14=-146/344, 13-14=147/368, 11-13=-727/1589, 10-11 =-964/21 00 WEBS 3-14=-26/645, 3-13=-1984/892, 4-13=-897/723, 8-1 0=-1 042/2269, 5-13=-3251/1498, 7-10=-683/670, 5-11=0/796, 7-11=-588/285 2 Rows at 1/3 pts 5-13 - Special' indicates special hanger(s) or other connection device(s) required at location(s) shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other,live loads. 5) * This truss 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 859 lb uplift at joint 9, 364 lb uplift at joint 2 and 1828 Ib uplift at joint 13. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25"), toe -nails per NDS gujdlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 434 lb down and 400 lb up at 7-0-0 on top chord, and 455 lb down and 115 lb up at 7-0-0 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 Xuegaog Liu PE vo.67626 MiTek GSA, Inc. FL Cert 6634 6904Parke East Bard: Tampa FL 33610 Date: September 302021 _ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANSI/TPI1 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 148143444 2921487-GEM C1 Half Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Aug 16 2021 MiTek Industries, Inc. _Wed Sep 29.13:15:52 2021 Page 2 ID:OyAj Bm2?TRQgYMVts_wlsyzNVH_-2w?Ryc6mBrYRhCmeNz_wgpHnZRhHOgs9c7kbQgyYm2b LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-8=-70, 2-9=-20 Concentrated Loads (lb) - Vert:3=-174(F) 6=-113(F) 14=-307(F) 5=-113(F)11=-67(F) 18=-113(F) 19= 113(F) 20=-113(F) 21— 113(F) 22=-113(F) 24=-113(F) 25=-113(F) 26=-113(F) 28=-113(F)_29=-113(F) 30=-136(F) 31=-67(F) 32=-67(F) 33= 67(F) 34— 67(F) 35=-67(F) 36=-67(F) 37=-67(F) 38= 67(F) 39=-67(F) 40==67(F) 41=-67(F) 42=-74(F) ,&-WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. "Design valid for use only with 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 - _ .MITek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 16023 Swingiey Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 148143445 2921487-GEM CJi Corner Jack 12 1 Job Reference (optional) • �•��� �• • •�•�cn - +� _ _ _ 0.vou s t uy I o ZVZ I ivil I BK IfWusirles, Inc. W e0 bep ZV 1:l:1 b:b3 ZUZI rage 1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH_-W'6Zg987Ox9gIJMLgxgV9D1 p2MrFM7JyJgnU9yHyym2a -2-0-0 1-0-0 2-0.0 1-0-0 Scale = 1:9.3 1 1-0-0 LOADING (psf) SPACING- 2=0-0 CSI. DEFL. in (loc) I/defy -bd - PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3- n/a n/a - BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.00 2 .*** 240 Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 - REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=112(LC 12) Max Uplift 3=-120(LC 1), 2=-374(LC 12) Max Grav 3=167(LC 12), 2=346(LC 17), 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 3 and 374 lb uplift at joint 2. Xuegang Liu PE No. 67626 3Bfek USA, Inc. FL Cert 6634 6904 Parke East Bh-d. Tampa FL 33610 Date. - -September 30,2021 ,&WARNING - Verify 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 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 Duality Criteria, DSB-89 and SCSI 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 1481434.46 2921487-GEM CJ2 Corner Jack 2 1 Job Reference (optional) 1 —ou a nuy i u ry cam, � u i an inuusmvv es, uic. eu aep za 13:1o:04 ZUZ 1 rage 1 I D:OyAj Bm2?TRQgYMVts_wlsyzN V.H_-_17CN U8OiTo9wWwOVNOOI EM9SFYUsmCS3RDiUjyYm2Z -2-0-0 2-8-0 3.0-0 2-0-0 2-8-0 0-4-0 3Xo — Scale = 1:14.3 0 N n O O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.00 2-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 2-7 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-R Wind(LL) -0.00 2-7 >999 240 Weight:21 lb FT=20% LUMBER- BRACING - 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 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7: 2x6 SP No.2, 6-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=174(LC 12) Max Uplift 4=-40(LC 12), 2=-300(LC 12) Max Grav 4=55(LC 17), 2=364(LC 17), 5=64(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extericr(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip_DOL=1.60 2) Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 4 and 300 lb uplift at joint 2. 1 Xuegang Lin PE No.67626 3LTek USA, Inc FL Cert 6634 6904 Parise East Bhd. Tampa FL 33610 Date: September 30,2021- ' A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 5/19/2020 BEFORE rev. 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 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 148143447 2921487-GEM CJ3 Corner Jack 10 1 Job Reference o tional -- _ _ • ••�•--��•�� �� �•• • •�•��n _ _ _ _ - _ _ o.Vou s nuy 10 cvc 1 rvu 1 en muusrries, inc. vveu oep za Io:ln:b4 ZUZ7 rage 1 ID:OyAj Bm2?TRQgYMVts_wlsyzNVH= _17CNU80iTo9wW wOV NOOI EM9SFbEsmCS3RDiUjyYm2Z -2-0-0 3.0-0 , 1 YAq — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 PlateGrip'DOL 1.25 TC 0.73 Vert(LL) -0.00 2 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC202DfFP]2014 Matrix-P Wind(LL) 0.00 2 ** 240 LUMBER BRACING - Scale = 1:14.3 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20%, TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=174(LC 12) Max Uplift 3=-40(LC 9), 2=-304(LC 12) Max Grav 3=43(LC 17), 2=358(LC 17), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; 13=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ;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. 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 40 lb uplift at joint 3 and 304 lb uplift at joint 2. Xaegaag Liu PE No.67626 .11rTek USA, Inc. FL Cerf 6634 6904 Parke East Bhd. Tampa FL 33610 Date: - September 30,2021 _ ®'WARNING - Verify 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 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 ANSI/TPI1 Quality Criteria, DSB-B9 and SCSI 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 148143448 2921487-GEM CJ4 Corner Jack 2 1 Job Reference (optional) __..__.__ .. ............... _„�„t,,, 0.40u a nuy io 4U41 rvu r UK uruMrnes, urc. vveu aep za 1J:1b:bb ZU'L7 rage 1 I D:OyAj Bm2?TRQgYMVts_wlsyzNVH_=SVhaag8eTmwOYfVD25Ydi SvKCfp9bDSbl5zG19yYm2Y '_D_D 2-8-0 5-0.0 2-0-0 2-8-0 2-4-0 Scale = 1:20.3 M = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.04 5-6 >999 240 - BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix-R Wind(LL) 0.04 5-6 >999 240 Weight: 27lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7: 2x6 SP No.2, 6-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=234(LC 12) Max Uplift 4=-89(LC 12), 2=-283(LC 12), 5=-5(LC 9) Max Grav 4=136(LC 17), 2=434(LC 17), 5=97(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 306/15 BOT CHORD 2-7=-237/327, 3-6=-327/237 NOTES- 1) Wind_ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. _ 11; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(l) 4-0-13 to 4-11-4 zone; cantilever left and right exposed ;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. 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 jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 283 lb uplift at joint 2 and 5 lb uplift at joint 5. Xuegang Liu PE Nm.67626 IflTek USA, Inc. FL Cert 6634 6904 Parke East Bhd. Tampa FL 33610 Date: September-30,2021 - A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. '- d�• 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 - - - fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPI1 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 _ 148143449 2921487-GEM CJ5 Corner Jack 8 1 Job Reference (optional) �•���,�� e` �, , ,�,��i, _ „, ,_, - _ o.vou s mug to cuzi tvu ierc inuuscnes, inc. vvee aep za io_1o:ou zuzl rage 1 I D:OyAj Bm2?TRQgYM Vts—wlsyzNVH--whFyoA9G E42tAp3Pco3sgfRVX3G W KgilXlipZbyYm2X 2-0-0 5-0-0 2-0-0 5-0-0 Scale = 1:20.3 5 8 STP = 44 = 4 i 5-0-0 - - - 5-0-0 Plate Offsets (X,Y)-- [2:0-5-12,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.01 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Wind(LL) 0.00 2 * - 240 Weight: 27lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=234(LC 12) Max Uplift 3=-108(LC 12), 2=-289(LC 12) Max Grav 3=160(LC 17), 2=422(LC 17), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and farces & 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. 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 108 lb uplift at joint 3 and 289 lb uplift at joint 2. Xuegaog Liu PE No. 67626 3LTek ESA, Inc. FL Ceti 6634 6904 P9rke East Bhd. Tampa FL 33610 Date: - -September 30,2021 - 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 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 ANSI/TPI1 Duality Criteria, DSB-89 and SCSI 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 148143450 2921487-GEM D1 Half Hip 1 1 Job Reference (optional) -- _ •-- • ••--•--�•••�� v �•, •�•���, , ,�„ , ,- _ '- - '.� , _ 0-OU a MUY 10 ­1 IVII I YK IIIUUbUlUb, IHU. VVUU aeP za IJ: 10:0/ ZU4I rage I I D:OyAj Bm2?TRQgYMVts_wlsyzNVH_-OtpK? W Au?OAknzebAW a5Nt_h2STb3yhul PSM52yYm2W -2-0-0 5-7-0 11-0-0 17-10-4 24-6-12 31-5.0 2-0-11 5-7.0 5-5-0 6-10-4 6-8-8 6-10.4 Scale=1:57.8 2x4 0 4x6 = 3x4 = 3x6 = 3x4 = 4 20 21 5 22 6 7 23 5x6 = 2x4 11 3x8 = 3xb 3x4 = 4x6 = 5x8 11 3x8 = 24 8 11-0-0 17-10-4 24-6-12 31-5-0 5.5.0 6-10-4 6-8-8 6-10-4 3x6 11 Plate Offsets,(X,Y)-- [2;0-0-0 0-2-0] [2:0-1-12,0-6-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.14 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.28 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.14 11-13 >999 240 Weight: 187lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 8-9, 5-13, 8-10 WEDGE - Left: 2x6 SP No.2 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Horz 2=416(LC 12) Max Uplift 9=-652(LC 12), 2=-790(LC 12) Max Grav 9=1604(LC 17), 2=1845(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (16) or less except when shown. TOP CHORD 2-3=-2866/1226, 3-4=-2329/1067, 4-5=-2055/1042, 5-7=-2200/1094, 7-8=-1536/741, 8-9=-1474/815 BOT CHORD 2-14=-1374/2510, 13-14=-1374/2510, 11-13=-1094/2200, 10-11=-741/1536 WEBS 3-13=-536/381, 4-13=-141/610, 5-13=-3311/128, 5-11= 346/383, 7-11= 483/874, 7-10= 1007[700, 8-10=-958/1991 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL--5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 11-0-0, Exterior(2R) 11-0-0 to 19-5-13, Interior(1) 19-5-13 to 31-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent, water ponding. 4) This truss has been designed for a -10.0-psf bottom -chord live load nonconcurrent with -any other live loads. - _ 5) ' This truss 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 9 and 790 lb uplift at joint 2. 1 Xuegaug Liu PE No. 67616 31[f ek ESA, Inc. PL Cert 6634 004 Parke East Bhd. Tampa PL 33610 Date: September 30,2021 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 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 ANSI1TPIl 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 148143451 2921487-GEM D2 Half Hip 1 1 Job Reference (optional) a.wou s nug t o zuz t iv-u i ex mausrnes, tnc. vvea sep za 1 J:15:oa 2U21 rage I ID:OyAj Bm2?TRQgYMVts_wlsyzNVH_-t4Mj DsBXmhlbP7DokD5KW4 W njslKoOA2-3BweUyYm2V -2-0-0 4-7-0 9-0-0 16-6-4 23-10-12 31-5-0' 2-0.0 4-7-0 4-5-0 7.6-4 7-4-8 7-6-4 Scale = 1:57.8 4x6 = 3x4 = 3x6 = 3x4 = 3x8 = 4- 18-- 5- 19 6 7 PO -21- 8 m 2x4 C4 6 5x6 — 3x8 = 3x6 = 3x8 = 3x6 11 5x8 11 3x4 = 9-0-0 16-6-4 23-10-12 31-5.0 9-0-0 7-6-4 7.4-8 7-6-4 Plate Offsets (X Y)--[2:0-0-0,0-2-01,[2:0-1-12,0-6-141 [10:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.15 2-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.33 2-13 >999 240 - BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.19 11-13 >999 240 Weight: 175lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No:2 BOT CHORD Rigid ceiling directly applied or 5-0-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13, 8-10 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Horz 2=356(LC 12) Max Uplift 9=-641(LC 12), 2= S00(LC 12) Max Grav 9=1386(LC 1), 2=1566(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2358/1260, 3-4=-2143/1121, 4-5=-1872/1083, 5-7=-2336/1323, 7-8=-1733/932, 8-9=-1319/798 BOT CHORD 2-13=-1334/2019, 11-13=-1323/2336, 10-11=-932/1733 WEBS 3-13= 222/287, 4-13=-164/569, 5-13= 552/292, 5-11=-249/322, 7-11=-479/717, 7-10= 936/671, 8-10=-1082/2020 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; 6=45ft; L=60ft eave=7ft; Cat. 11;.Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 9-0-0, Exterior(2R) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 31-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been -designed for-a-10.0 psf bottom chord live -load nonconcurrent-with any other live -loads. - 5) * This truss 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641 lb uplift at joint 9 and 800 lb uplift at joint 2. Xuegang Liu PE \o.67626 1hTek USA, Inc. FL Cert 6634 -6904 Parke East Bh d, Tampa FL 33610 Date: 30;2021- _ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/20-20 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 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 148143452 2921487-GEM D3 Half Hip Girder 1 1 Job Reference (optional) -•• _ • •• �•� _ n ��� 0.4OU J Auy t o eu4I rvu r erc m_austries, inc_ v_v_eo oep zv 1 J:1 a:UU zuzl rage i ID:OyAjBm2?TRQgYMVts_wlsyzNVH= pSUTdXCnIJYJeRNAre7o?VcDLgaHG18LSNgOiNyYm2T -2-0-0 12-11-0 18-11-12 25-0-8 31-5-0 q-0-0 12-11-0 6-0-12 6-0-12 6-4-8 -2x4 0 Scale = 1:57.8 Special NAILED NAILED NAILED NAILED NAILED. Sx6 NAILED NAILED 3x4 = NAILED NAILED 3x4 = NAILED 5x6 = 3xB = NAILED NAILED 6x8 = a nnFi—q- _ 3 18 19 4 20 21 22 5 23 6 7 24 25 26 8 46 = NAILED 8x10 WB= NAILED NAILED 46 = NAILED NAILED 8x12 = NAILED 3x8 II THJA26 NAILED 46 = NAILED _ NAILED NAILED NAILED NAILED 7-0-0 12-11-0 18-11-12 25-0-8 31-5-0 7-0.0 5_11-0 6-0-12 6-0-12 6-4.8 Plate Offsets (X,Y)--[2:0-4-0,0-1-15],[3:0-3-0,0-2-7] [7:0-3-8 0-1-8] [9:0-5-12 0-2-4] [10:0-3-12 0-6-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.20 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.45 11-12 >818 240 BCLL 0.0 * Rep Stress Incr NO WB 0.80 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.33 11-12 >999 240 Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc purlins, 1-3: 2x4 SP M 31 except end verticals. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-10-3 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 8-10, 4-14 8-9: 2x6 SP No.2, 8-10,4-14,7-11,5-12: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Horz 2=295(LC 8) Max Uplift'9=-1450(LC 8), 2=-1450(LC 8) Max Grav 9=3147(LC 29), 2=3006(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5431/2346, 3-4=-4669/2134, 4-5=-6622/3055, 5-7=-6476/2987, 7-8— 4340/2000, 8-9= 2889/1491 BOT_CHORD 2-14=-2154/4741, 12-14=-3055/6622, 11-12= 2987/6476, 10-11=-2000/4340 WEBS 344=-530/1795, 8-10=-2230/4860, 4-14=2333/1065, 7-10=-2087/1287, 4-12=0/489, 7-1 1=-1 140/2466, 5-11= 889/698 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat, 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live.load nonconcurrent with any other jive 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1450 lb uplift at joint 9 and 1450 lb uplift - at joint 2. 9) Use Simpson Strong -Tie THJA26 (THJA26 on 1 ply, Right Hand Hip) or equivalent at 7-0-6 from the left end to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. "NAILED" XuegaugLiu PENo. 67626 11) indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 1LTekUSA, Inc. FLCed6634 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 434 lb down and 400 lb up at 6904Parke East Bhd.Tamp FL33610 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. Date: 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _ SentPmhPr .q0 Po91 ndard - - - - --- ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - ,y' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from'Tmss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Chesterfield, MO 63017 Builders FtrstSource (Fort Pierce), Fart Pierce, FL - 34945, 8.430 s Aug 16 Job Reference (optional) 2021 MiTek Industries, Inc. Wed Sep 29 13:16:01 2021 Page 2 ID:OyAjBm2?TRQgYMVts_wlsyzNVH= He2rrtDP3cgAGayNPMe1Xj8054WV?IOUg1QaEpyYm2S LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-8=-70, 2-9=:20 Concentrated Loads (lb) Vert: 3=-1 74(B) 6=-113(B) 8= 144(B) 9=-76(B)14=-307(B) 10=-67(B) 4=-113(B) 7=-113(B) 12=-67(B)11=-67(B) 5=-113(B) 18=-113(B) 19=-113(B) 20= 113(B) 22— 113(B) 23=-113(B) 24=-1.13(B) 26=-113(B)27=-67(B)28=-67(B) 29— 67(B)30=-67(B) 31=-67(B) 32=_67(B) 33=-67(B) 34.=-67(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. "Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �'• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -MITe�C' - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI7 duality Criteria, DSB-89 and BCSI Building Component Safety Informatidn 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 - - _ 148143453 2921487-GEM EJ4 Jack -Open 3 1 Job Reference (optional) -••••--•- • ••�•--�•-•�� r �•• • •�•��n �����, _ _ _ _ 0.40U b Muy io 4U41 rvu 1 n uiuuarnes, uu:. vvea aep za IJ:In:UZ ZUZ7 rage i ID:OyAjBm2?TRQc YMVts_wlsyzNVH_-IrcD2DE1 qwol ukXZz3AG4whXRTKckOBdvh97nFyYm2R -2-0-0 4-0-0 2-0-0 4-0-0 Scale = 1:16.8 a 4X4 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix-P Wind(LL) 0.00 2 ""*' 240 Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=204(LC 12) Max Uplift 3=-70(LC 9), 2 291(LC 12) Max Grav 3=106(LC 17), 2=386(LC 17), 4=72(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 3 and 291 lb uplift at joint 2. Xuegeug Liu PE No. 67626 MIT& USA, Inc. FL Cert 6634 - 6904Parke East Blvd. Tampa FL33610 Date: September 30,2021 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 MiTekg 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, M20601 D 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 148143454 2921487-GEM EJ7 Jack -Open 34 1 Job Reference (optional) --�••��•� • ••�•�•��•�� �• �•• • •.•.... �����, �- �����, o.•rou s nuy 10 4U41 rva i ere 111uusrne5, uiU. vveu oep zd IJ: IU:Uz zuei rage i ID:OyAjBm2?TRQgYMVts_wlsyzNVH_-IrcD2DE1 gwol ukXZz3AG4whVGTEQkOBdvh97nFyYm2R -2-0-0 7-0-0 2-0.0 7-0.0 1 2: d 1 5x6 = a Scale = 1:26.0 riare mousers tn, a t-- tzauge,u-z-et LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 2-4 >999 240 - BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-SH Wind(LL) 0.06 2-4 >999 240 Weight: 35lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=295(LC 12) Max Uplift 3=-172(LC 12), 2=-298(LC 12) Max Grav 3=228(LC 17), 2=505(LC 17), 4=136(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 6-11-4 zone; cantilever left and right exposed ;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. 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 172 lb uplift at joint 3 and 298 lb uplift at joint 2. Ruegang Liu PE No. 67626 3LTek USA, Inc. FL Cert 6634 6904 Parke East Bird. Tampa FL 33610 Date: - -September 30,2021- - - - WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. "-Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 148143455 2921487-GEM EJ71 Jack -Open 5 1 Job Reference (optional) o.wav s Hug i o zuz i twr i eK inaustries, Inc. vv ea sep za 1 as ti:U4 zun rage 1 ID:OyAj Bm2?TRQgYMVts_wlsyzNVH_-hDk_TvFHMX2k72hx4UCk9LmuKHupCGvwM?eEr8yYm2P 2-0-0 2-8-0 4-7-14 7-0-0 2-0-0 2-8.0 1-11-14 2=4-2 S 2: 1 4x6 = 2-8-0 4.4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.06 6-7 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.13 6-7 >635 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.10 6-7 >805 240 LUMBER BRACING - Scale = 1:26.0 9 O c+] N_ O O PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 7-1-12 oc bracing. 2-8: 2x6 SP No.2, 7-8: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=295(LC 12) Max Uplift 5=-60(LC 12), 2=-299(LC 12), 6=-95(LC 12) Max Grav 5=61(LC 17), 2=508(LC 17), 6=263(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-265/10, 3-4=-316/258 BOT CHORD 2-8= 256/244, 3-7=-259/205, 6-7=-515/409 WEBS 4-6=-474/597 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0-wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. &) Provide mechanical -connection (by others) of truss -to bearing plate -capable ofwithstanding60 lb uplift at joint 5,-299 lb uplift at -joint 2 and 95 lb uplift at joint 6. %uegaug Liu PE No.67626 3fiTek USA, Inc. PL Cert 6634 6904 Parke East Bhd, Tampa FL 33610 Date: September 30,2021 - - ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. - 66. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note - 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/rP11 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 - - - - — 148143456 2921487-GEM G1 Half Hip 1 1 Job Reference (optional) • •••-•-----•-- .....,n • �• _ _ _ _ o.vau s nuy 10 eue I rvu i eK in0usmes, Inc. We❑ ?ep Py l3_lti:Ub 2UG1 cage 1 ' ID:OyAjBm2?TRQgYMVts_wlsyzNVH_-9QHMhFGw7rAbICF8eBjziZJ03h6kxX34bfOnNayYm20 -2-0-0 2-8-0 6-0.0 11-0-0 15-8-0 18-4-0 2-0-0 2.8-0 3-4-0 5.0.0 4.8-0 2.8-0 4x6 = 3x8 Scale = 1:40.1 = 5 21 - - - 6 4x6 = 4x4 = 2x4 11 3x6 11 6-0-0 11-0-0 15.8-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.11 13-14 >999 360 TCDL 15.0 Lumber DOL 1.25- BC 1.00 Vert(CT) -0.27 13-14 - >799 240 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(CT) 0.15 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.22 13-14 >968 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* 2-15: 2x6 SP No.2, 14-15,8-10: 2x4 SP No.3, 3-12: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=419(LC 12) Max Uplift 7=-402(LC 12), 2=-509(LC 12) Max Grav 7=796(LC 17), 2=1028(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1138/589, 3-4=-1802/1143, 4-5=-930/540, 5-6= 790/570, 7-9=-759/586, 6-9=-717/595 BOT-CHORD 2-15= 847/925, 14-15=-572/675, 3-14=-1139/1428, 13-14=-1366/1681, 11-13=-1366/1681 PLATES GRIP MT20 244/190 Weight: 112 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 4-13=-158/333, 4-11=-970/862, 6-11=-657/897, 3-15=-924/854 NOTES- 1) Wind: ASCE 7-16; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 11-0-0, Exterior(2E) 11-0-0 to 18-2-4 zone; cantilever left and right exposed ;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. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 lb uplift at joint 7 and 509 lb uplift at joint2. Xaegang Lia PE vo. 67626 )fTek USA, Inc. FL Cert 6634 6904 Parke East Bhd. Tampa FL 33610 Date: -- - - --- --September 30,2021 ,&-WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with 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 10 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 ANSI1TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MID-20601 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 148143457 2921487-GEM G2 Half Hip 1 1 Job Reference (optional) o.wou s mug I u zuz i rv_e I eK mausmes, Inc. vvea Sep ZU 1 a:1 b:Ub ZU21 Page 1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH= ecrkubHYu91SMMgKCvECEmsFM5W rg48DgJ7LwOyYm2N 2-0-0 2-8-0 6-0-0 9-0-0 13-8-0 15-8.0 18-4-0 2-0-0 2-8-0 3.4-0 3-0-0 4-8.0 2-0-0 2-8.0 Scale = 1:39.4 4x4 = 3x4 = 3x4 5 22 6 23 7 I9 4x4 = 2x4 I 4x6 = ST1.5x8 STP = 3x6 11 2-e-U 6-0-0 9-0.0 13.8.0 15-8-0 18-4.0 2-8-0 3-4-0 3-0-0 3 .0 2-0.0 2-8-0 Plate Offsets (X,Y)--[3:0-6-4,0-1-81,[16:0-3-0,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) -0.10 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT)-0.2315-16 >914 240 BCLL 0.0 * Rep Stress Incr YES WB 0.45 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.19 15-16 >999 240 Weight: 115lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N6.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc puffins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 2-17: 2x6 SP No.2, 16-17,9-11: 2x4 SP No.3, 3-13: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0, 2=0-8-0 Max Horz 2=358(LC 12) Max Uplift 8=-385(LC 12), 2=-526(LC 12) Max Grav 8=793(LC 1), 2=1016(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1136/672,3-4=-1762/1141,4-5=-1119/720,5-6= 972/688,6-7=-764/561, 8-10=-764/578, 7-10=-750/581 BOT CHORD 2-17=-861/916, 16-17=-587/685, 3-16=-1045/1377, 15-16=-1266/1615, 14-15=-1266/1615, 12-14=-561/764 WEBS 5-14=-139/285, 3-17— 930/881, 6-14=-255/284, 6-12= 515/503, 7-12=-709/969, 4-15=-220/359, 4-14=-801/714 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft L=60ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 9-0-0, Exterior(2R) - 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 18-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirementsspecific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 5) * This truss 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. 6) Provide mechanical connection (by others) of truss -to bearing plate capable of withstanding 385 lb uplift at joint 8 and 526 lb uplift at joint 2. Cuegang Liu PENo. 67626 JLTek USA, Inc. FL Cert 6634 -004 Parke East Bh,d. Tampa FL 33610 Date: September 30,2021- - - A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 5/19/2020 BEFORE USE. - -Design • valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 City Ply 148143458 2921487-GEM G3 Half Hip Girder 1 2 Job Reference (optional) ounuera nmrauurce trurr rnerce), _ _ run nerve, rL - 61i040, _ t5.43U s Hug it) zuzl MI I eK ID:oyAjBm2?TRQgYMVts_wlsyzNVH= a?z\ 7-0-0 12-7-0 154 4-4.0 5-7-0 3-1 2x4 II 3xd mn" - 1'5 8 STP = 4x4 = 3x4 = 2-8-0 7-0-0 ' 2-6--6 4-4-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 Inc. W e(a .1."ep zu 1 J_16:Ub 2U21 rage i Special NAILED 4x4 = -- NAILED NAILED 3x4 = NAILED NAILED 3x6 = 4 19 20 5 21 22 23 6 CSI. TC 0.64 BC 0.80 W B 0.49 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SR No.2 *Except* 2-15: 2x6 SP No.2, 14-15,8-10: 2x4 SP No.3, 3-12: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 6-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 Scale=1:38.0 10 - 9 0 27 ILJ 0 NAILED e - 8 29- o- e 2x4 11 7 2x4 11 ST1.5x8STP= - NAILED 3x6 II 5-8 DEFL. in (loc) I/defl Ud Vert(LL) -0.1213-14 >999 360 Vert(CT) -0.3013-14 >719 240 Horz(CT) 0.15 7 n/a n/a Wind(LL) 0.2213-14 >955 240 BRACING - PLATES GRIP MT20 244/190 Weight: 211lb FT=20% TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-10,7-8. REACTIONS. (size) 7=0-8-0, 2=0-8-0 Max Horz 2=298(LC 8) Max Uplift 7=-866(LC 8), 2=-880(LC 8) Max Grav 7=1874(LC 25), 2=1777(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2372/93313-4=-3703/1604, 4-5=-3381/1538, 5-6=-2838/1317, 7-9=-1778/858, 6-9=-1604/844 BOT CHORD 2-15=-859/1838, 14-15=-585/1299, 3-14=-1295/2822, 13-14=-1517/3321, 11-13=-1317/2838, 9-10=-151/341 WEBS 4-13= 397/1122, 5-13=-248/608, 5-11=-693/443, 6-11=-1375/2941, 3-15=-1842/876 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASIDE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0..18; MWFRS (directional); cantilever left -and right exposed; -Lumber DOL=1.60 plate -grip DOL=1.60 ----_ __ 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide'mechanical connection (by others) of truss to bearing plate capable of withstanding 866 lb uplift at joint 7 and 880 lb uplift at joint 2. -9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 255 lb down and 212 lb up at 7-0-0 on top chord, and 670 lb down and 297 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is - the responsibility of others. - - - - Xnegang Liu PE No. 67626 ALTA USA, Inc. FL Celt 6634 -6904 Parke East Bird. Tampa FL 33610 Date: --September 30,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE, • -Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPl1 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 2921487-GEM G3 Half Hip Girder 1 ---- 2 _ -. _ L48143458 Job Reference (optional) Builders FlrstSource_(Fort Pierce), Fort Pierce, _FL- 34945, 8.430 s Aug_16 2021 MiTek Industries, Inc. Wed Sep 29 13:1_6:08 2021 Page 2 - ID:OyAj Bm2?TRQgYMVts_wlsyzNVH_-a?zVJH IoPmZAcf-jJKGgKBxaluBR8_yW HdcS_vyYm2L LOAD CASR(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 2-15=20, 10-14=-20, 7-8= 20 Concentrated Loads (lb) Vert: 4=-13(F) 13=-490(F) 23=-113(F) 24=-199(F) 25=-199(F) 26_ 199(F) 27=-199(F) 28— 67(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 511912020 BEFORE • rev. 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 -required for MiTek" always 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 duality 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 - - - - - 148143459 2921487-GEM HJ4 Diagonal Hip Girder 1 1 Job Reference (optional) 0 Plate t, vn i icw 1 1 VR ri ,F, - ovava, _ - m40U s Hag Ib zuzI ivu I eK mausines, Inc. vvetl sep z9 13_16:U9 2U21 rage 1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH-72BXtWcJQA4h1 DpZvt1 ovsPUiLlhutXRfWHM?WLyYm2K 3-4.0 5-7-2 3-4-0 2-3-2 Scale = 1:16.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.01 2-7 >999 360 TCDL 1&0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Wind(LL) 0.00 7 '*" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0 REACTIONS. (size) 5=Mechanical, 2=0-10-15, 7=Mechanical Max Horz 2=205(LC 24) Max Uplift 5=-77(LC 8), 2=-493(LC 8), 7=-46(LC 13) Max Grav 5=109(LC 17), 2=644(LC 28), 7=294(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-655/269 BOT CHORD 2-7=-185/460 WEBS 4-7= 523/210 PLATES GRIP MT20 244/190 Weight: 37 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 5, 493 lb uplift at joint 2 and 46 lb uplift at joint 7.. 7) "NAILED" indicates 3-10d (0.148"x3"-) or2-12d.(0.148"x325") toe -nails per NDS guidlines. 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: 1-5=-70, 2-6=-20 Concentrated Loads (lb) ' Vert: 11=188(F=94, B=94) N V 9 7 N N Xuegaug Liu PE Vo.67626 .IftTek USA, Inc. FL Cert 6634 6904 Parke East Bhd. Tampa FL 33610 Date: September 30,2021 - 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 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 forstability 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 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 148143460 2921487-GEM HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) 0 U-0 D l ug i V C i M11 en uiuusuieb, nic. vveu aep ea j3: io: i I zuz i rage-i ID:OyAjBm2?TRQgYMVts_wlsyzNVH--_afdxlLgihxlT7jl—SgNxgZ1 r6GwLLEyzbr6bEyYm21 2-9-15 4-10-7 9-10-1 2-9-15 4-10-7 4-11-10 NAILED NAILED NAILED 4-10-7 4-10-7 9-10-1 4-11-1 Plate Offsets (X,Y)-- [2:0-0-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.05 2-7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 ' Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 6=Mechanical Max Horz 2=295(LC 24) Max Uplift 4=-140(LC 8), 2=-552(LC 8), 6=-101(LC 8) Max Grav 4=181(LC 28), 2=879(LC 28), 6=379(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1207/246 BOT CHORD 2-7= 313/811, 6-7=-313/811 WEBS 3-7= 15/269, 3-6=-869/335 Scale = 1:26.4 Io i PLATES GRIP MT20 244/190 Weight: 57 Ito FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 1,0.0 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 140 lb uplift at joint 4, 552 lb uplift at joint 2 and 101 lb uplift at joint 6. 7) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 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=-70, 2-5= 20 Concentrated Loads (lb) Vert: 11=188(F=94, B=94) 13= 46(F=-23, B=-23) 16=-36(F=-18, B=-18) Xaegang Liu PEN& 67626 :4Llek USA, Inc. FL Cert 6634 6904 Parke East Bh d. Tampa FL 33610 Date: September-30,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. --Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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 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 1481.43461 2921487-GEM HJ71 Diagonal Hip Girder 1 1 Job Reference o tional 0 Plate o.4OV s HUg to zuz l IvuteK InaUSmes, mc._Wea Jep 'Ly 7'Jatia'L 2u21 rage 1_ ID:OyAjBm2?TRQgYMVts_wlsyzNVH= SmD?9eMJT?3c4HIUY9LcU16K?VWk4pi6CEaf7gyYm2H .2.9-15 3-8-8 5-11-4 9-10-1 2-9-15 3-8.8 2-2-12 3-10-13 17 NAILED NAILED LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip'DOL 1.25 TC 0.34 Vert(LL) -0.18 8-9 >642 240 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.21 8-9 >524 180 BCLL 0.0 * Rep Stress Incr NO WB 0.45 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4'SP M 31 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* BOT CHORD 9-10: 2x4 SP No.3, 3-6: 2x4 SP No.i WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-10-15, 7=Mechanical Max Horz 2=295(LC 8) Max Uplift 5= 96(LC 8), 2=-550(LC 8), 7=-153(LC 8) Max Grav 5=127(LC 28), 2=911(LC 28), 7=472(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD ' 2-3= 1465/354, 3-4=-1401/396 BOT CHORD 2-10=-317/1040, 9-1 0=-1 57/635, 3-9=-449/1058, 8-9=-467/1266, 7-8=-467/1266 WEBS 4-8=-64/559, 4-7=-13431495, 3-10=-855/304 7 3x6 = - - - - PLATES GRIP MT20 244/190 Scale = 1:25.2 v Io N O 'C n Cb O O Weight: 55 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 5, 550 lb uplift at joint . 2 and 153 lb uplift at joint 7. 7) "NAILED" indicates 3-1 Od (0. 1 48"x3").or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 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: 1-5= 70, 2-10=-20, 6-9= 20 Concentrated Loads (lb) XuegangLiu PEA. 676?6 Vert: 14=188(F=94, B=94) 16=-22(F=-11, B=-11) 18=18(F=9, B=9) 19=-74(F= 37, B=-37) 3LT&USA, Inc. FLCent 6634 -6904 Parke East Bhd. Tampa FL 33610 Date: September 30,2021 - AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. 'Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 9670 Crain Highway, Suite 203 Waldorf, MD 20601 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply 148143462 2921487-GEM K1 Roof Special Girder 1 3 Job Reference (optional) ounugrs nrstaource (Fort Pierce), Pon Pierce,_ FL_3494b, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Sep 29 13:16:14 2021 Page 1 I D:OyAj Bm2?TRQgYMVts_wlsyzNVH_-P9KmaKNZ?cJ KKaSsgaN4ZSBgHJ GSYgbOgY3mCZyYm2F -2-0-0 5-6-8 9.8-0 13-8.0 15-8.8 19-4-6 23-4-0 2-0-0 5.6-8 4-1-8 4.0-0 2-0-8 3-7-14 3-1 1-10 Scale = 1:44.5 4x4 = 5x6 = 4 18 5 46 i nrv<o 3x6 II - 3x8 = 4xo — 3x8 = 3x4 = ST1.5x8 STP — HGUS26-2 3x4 I I 5- -B 9-8-0 15-8-8 i 19-4-6 - 23-4-0 5-6-8 4-1-8 6-0-8 3-7.14 3-11-10 Plate Offsets (X,Y)--[2:0-1-0,0-1-121,[5:0-3-0,0-2-0],[14:0-4-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.06 14 >999 360 MT20 2441190 TCDL- 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.14 14 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.61 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.10 14 >999 240 Weight: 506lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (size) 9=0-8-0, 2=0-8-0 Max Horz 2=317(LC 8) Max Uplift 9= 1003(LC 8), 2=-2507(LC 8) Max Grav 9=2131(LC 1), 2=5076(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9266/4274, 3-4=-4608/2175, 4-5=-4112/2016, 5-6=-3712/1777, 6-7=-3245/1528, 7-8=-1840/872, 8-9=-2074/1010 BOT CHORD 2-14=-3867/8009, 13-14= 3867/8009, 11-13=-1528/3206, 10-1,1=-872/1840 WEBS 3-14=-2227/4820, 3-13=-4791/2342, 4-13=-772/1751, 5-13=-763/1576, 5-11=-258/450, 6-11=-1800/908, 7-11= 992/2121, 7-10=-1874/951, 8-10= 1260/2659 _ NOTES- 1) n/a 2) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE,7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; cave=7ft•, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 6) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * 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. Line XaegaogLiaPEYo.67626 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1003 lb uplift at joint 9 and 2507 lb XUegaffekn .FL Cert 6634 uplift at joint 2. 11) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-1 Odx1 1/2 Truss, Single Ply Girder) or equivalent at 4-0-12 from the left end to 6904Parke East Bhd.TaropffL33610 Date: connect truss(es) to front face of bottom chord. 12) Use Simpson Strong -Tie HGUS26-2 (20-16d-Girder, 8-16d Truss) or equivalent at 5-6-8 from the left end to connect truss(es) to- - Sentet7lhPr-'10 P091 om chord. - - •--- 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'p q !Tek' ' 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 ANSIrrPl1 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 2921487-GEM K1 Roof Special Girder 1 3 148143462 Job Reference (optional) NOTES- 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-5=-70, 5-6=-70, 6-8=-70, 2-9=-20 Concentrated Loads (lb) Vert: 14=4528(F) 19=-477(F) _. ___ _ /?yy �cyci rvuipn nruu�uiea, nic. vveuaep 4_7 IS IO:I4 ZUZI rageZ _ - ID:OyAjBm2?TRQgYMVts_wlsyzNVH_-P9KmaKNZ?cJKKaSsgaN4ZSBgHJGSYgbOgY3mCZyYm2F vA WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74,73 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 buildingdesigner 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 ANSUTPII Quality Criteria, DSB-69 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 City Ply 148143463 2921487-GEM K2 Common 1 1 Job Reference (optional) ­­ ­y Iu ­41 IVIIIGI III-UlUS,n10. vvtlus3up4u 13:IO:inzueI rage t- ID:OyAjBm2?TRQgYMVts_wlsyzNVH_-tLu8ngOBmwRBxkO3DIvJ6gkkXjehH1 CYuCpJk?yYm2E 11.2-7 12-1-9 13-6-5 -2-0-0 3-10-2 7-6-4 9-9-11 1 -2 0 11-8 0 13-2-0 15-9-12 19-5-14 23-4-0 2-0-0 2-3-7 -4- 1-0-7 -5- 1-0.7 -4- 2-3-7 --3-8-2. - - 3-10-2 - - - 0-5-9 Scale = 1:45.4 4x6 = 6 7 4x6 = 3x6 = 3x8 = 5 - 8 6.00 F12 4 3 21 20 2. mFq o, e 8STP= t4 4x6 5' 3x4 = 9 22 0 10 10 23 !� 11 Io 13 12 5x6 ST1.5x8 STP= = 3x4 = 4x4 7-6-4 15-9-12 23-4-0 7-6-4 8.3.8 7-6-4 Plate Offsets (X,Y)-- [2:0-1-0,0-1-121, [11:0-1-0 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.33 12-14 >829 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.57 12-14 >474 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.03 11 , n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Wind(LL) 0.23 12-14 >999 240 Weight: 129lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. 6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly'applied or 8-0-10 Do bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 5-8 11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=0-8-0, 2=0-8-0 Max Horz 2=309(LC 11) Max Uplift 11=-399(LC 12), 2=-608(LC 12) Max Grav 11=1340(LC 19), 2=1516(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2323/934, 3-4— 2053/733, 4-5=-1648/742, 5-6=-236/839, 7-8=-228/858, 8-9=-1625/755, 9-10= 2027/775, 10-11= 2378/988, 6-7=-273/975 BOT CHORD 2-14=-762/2191, 12-14=-424/1737, 11-12= 782/2040 WEBS 5-18=-2675/1105, 18-19=-2645/1107, 8-19=-2641/1113, 9-12=-86/669, 10-12=-552/4231 4-14=-29/675,3-14=-511/380 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 11-2-7, Exterior(2E) 11-2-7 to 12-1-9, Exterior(2R) 12-1-9 to 20-7-6, Interior(1) 20-7-6 to 23-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequatedrainage to prevent water ponding. _ _ 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 8-9, 5-18, 18-19, 8-19 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0,psf) applied only to room. 12-14 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 lb uplift at joint 11 and 608 lb uplift at joint 2. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Xuegang Liu PE No. 67626 1LTek GSA, Inc. FL Cert 6634 6904 Parke East Bh-d. Tampa FL 33610 Date: September-30,2021 ® 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 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 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 -prevent MiTek' always required for stability and to 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 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply _ _ _ _—_ _ _ 148143464 2921487-GEM K3 Common 4 1 Job Reference o tional ^��•� • ••�•���•�� �� �• ,�,..w, ��,_ - _ , o.40U s nug 10 ZUe I Ivu I eK mouslnes, Inc. vvea Jep XV IJ:lti_ b 2U21 rage 1 ID:OyAj Bm2?TRQgYMVts—wlsyzN VH_-LXSW—OPpXDZ1 ZubFn?QYetGv37-1 ObGh7sYtGRyYm2D -2-0-0 3-10-2 7-6-4 9-9-11 1 -2 011-8-0 13-2-01 -6 5 15-9-12 19-5-14 23-4-0 2-0-0 3-10-2 3-8-2 2-3-7 0-4-5 1-6-0 1-6-0 0-4- 2-3-7 3-8-2 3-10-2 Scale = 1:45.8 3x6 = 6 3x4 = 3x4 = 5 7 6.00 F12 2x4 11 2x4 11 4 8. 19 18 20 2x4 -- 2x4 3 17 9 2x4 II 10 2 0 2x4 11 m o I� r s o e 8 STP = 13 3x4 = 12 5x6 11 = _ ST1.5x8 STP = 4x6 5- 3x4 = 4x4 7-6-4 15-9-12 23.4-0 7-6-4 8-3.8 7-6-4 Plate Offsets (X,Y)-- [2:0-1-0,0-1-121, [6:0-3-0,Edge] [10:0-1-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.33 11-13 >815 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.5911-13 >465 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC202OfFP]2014 Matrix-SH Wind(LL) 0.24 11-13 >999 240 Weight: 128lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x6 SP M 26 *Except* 10-12: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=320(LC 11) Max Uplift 10=-399(LC 12), 2=-608(LC 12) Max Grav 10=1338(LC 19), 2=1514(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2319/1011, 3-4=-2056/820, 4-5= 1650/826, 5-6=-237/828, 6-7=-220/847, 7-8=-1626/844, 8-9=-2030/866, 9-10= 2375/1081 BOT CHORD 2-13=-835/2197, 11-13=-502/1738, 10-11=-863/2038 WEBS - 5-7= 2581/1193, 8-11=-89/672, 9-11=-558/421, 4-13=-37/678,_3-13=-517/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 11-8-0, Exterior(2R) 11-8-0 to 17-8-0, Interior(1) 17-8-0 to 23-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other- members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 399 Ib uplift at joint 10 and 608 lb uplift at joint 2. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Xuegang Liu PE.No. 67626 llSTek UU, Inc. PL Cert 6634 6904 Padre East Bh d. Tampa FL 33610 Date: September 30,2021 - - 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 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 48193465 2921487-GEM K4 Common 1 1 Job Reference (optional) 0.40U s Muy_10 &U41 rvn i eK muusmes, inc. v-veu aep eu i a: i b;I tj zuzl rage I ID:oyAjBm2?TRQgYMVts_wlsyzNVH_-HwaHPhQ33rploClevQSOjIMHNweXUUx_aA1 zLKyYm2B 10.11-15 12-4-1 13-6.5 -2-0-0 3-10-2 7-6-4 9-9-11 9-1 -0 1-8- 13-6-0 15-9-12 19-5_14 23-4-0 2- -0 - 3-10-2 3-8-2 -51-1-15 2.3-7 9-8-2 3-10-2 -- 1-1-15 0-8-1 0-0-5 Scale=1:45.3 4x4 = 4x4 = 6 7 3x6 = 3x6 = 5 8 6.00 12 4 19 20 9 3 25 _ 2610 ca 24 27 2 11 c�1 12 Im o 8 STP= 15 3x4 = e; 14 13 — -- - ST1.5x8 4x6 = ST = ' 4x6 i 3x4 = 46 � 7-6-4 15-9-12 23-4-0 7-6-4 8-3.8 7-6-4 Plate Offsets (X Y)-- [2:0-1-0 0-1-121 [11:0-1-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.28 13-15 >975 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.48 13-15 >566 240 _ BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) 0.18 13-15 >999 240 Weight: 137lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. 6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-15 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 5-8 11-14: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=-317(LC 10) Max Uplift 2=-597(LC 12), 11= 597(LC 12) Max Grav 2=1513(LC 18), 11=1513(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2322/874, 3-4=-2048/708, 4-5=-1652/715, 5-6=-79/607, 7-8=-82/606, 8-9=-16441710, 9-10=-20331702, 10-11=-2328/879, 6-7=-99/703 BOT CHORD 2-15=-621/2194, 13-15=-318/1777, 11-13=-656/1958 WEBS 5-19=-2385/885, 19-20=-2364/879, 8-20= 2368/877, 9-13=-18/642, 10-13=-459/380, 4-15=-20/654, 3-15= 468/382 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf;. BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 10-11-15, Exterior(2E) 10-11-15 to 12-4-1, Exterior(2R) 12-4-1 to 20-9-14, Interior(1) 20-9-14 to 25-3-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent -water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all -areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 8-9, 5-19, 19-20, 8-20 9) Bottom chord live load (40.0 psf) -and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 lb uplift at joint 2 and 597 lb uplift at joint 11. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Xuegaug Liu PE No. 67626 Mek USA, Inc. Fl, Cert 6634 6904 Parke East Md. Tampa FL 33610 Date: - September-30,2021- 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 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 ANSIrrPI1 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 148143466 2921487-GEM K5 Hip 1 1 Job Reference (optional) •2-0-0 4-1-0 9-C 2-0-0 4-7.0 4-5 14-4-0 46 = 5x8 = 4 19 20 5 4-5-0 ruusures, mu-_vveu aep ev ia: io: is eue I rage_t Rig8xcQM KgS7zFG W uTgKy8D2p8pgnXtmyYm2A 23.4-0 25-4.0 , Scale=1:44.5 5x6 = 5x8 11 3x8 = — 3x4 = - 5x8 11 5x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1-12,0-6-141, [2:0-0-0,0-2-01, [5 SPACING- 2-0-0 Plate Grip DOL 1:25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 PLATES GRIP MT20 244/190 Weight: 128 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No:2 TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-8 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=268(LC 11) Max Uplift 2=-647(LC 12), 7=-647(LC 12) Max Grav 2=1181(LC 17), 7=1181(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1624/1021,3-4=-1357/853,4-5=-1154/841,5-6=-1357/854,6-7=-1624/1021 BOT CHORD 2-11=-710/1472, 9-11=-437/1154, 7-9=-731/1338 WEBS 3-11=-312/334, 4-11— 59/323, 5-9=-90/323, 6-9= 313/333 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=170mph (3-second-gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-1-11-3 to 4-0-13, Interior(1) 4-0-13 to 9-0-0, Exterior(2E) 9-0-0 to 14-4-0, Exterior(2R) 14-4-0 to 23-0-0, Interior(1) 23-0-0 to 25-3-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a -10.0 psf bottom chord live load-nonconcurrent with any other live loads. _ _ 7) * This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss -to bearing plate capable of withstanding 647 lb -uplift at joint 2 and 647 lb uplift at - - joint 7. 5-4-0 E 81, [7:0-0-0 0-2-01, [7:0-1-12,0-6-141 CSI. DEFL. in (loc) Well Ud TC 0.62 Vert(LL) -0.16 7-9 >999 360 BC 0.73 Vert(CT) -0.33 7-9 >834 240 WB 0.17 Horz(CT) 0.05 7 n/a n/a Matrix-SH Wind(LL) 0.08 9-11 >999 240 Xnegang Liu PE No.67626 311Tek USA, Inc. FL Cent 6634 6904 Parke East Bh d.Tampa FL 33610 Date: - September-30,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. -Design M. 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 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 City Ply _ 148143467 2921487-GEM K6 Hip Girder 1 1 Job Reference (optional) 01 a.vau s Hug i o zuz i wu i ei_mausrnes, Inc. vvea sep 29 13:16:21 2U21 Page 1 ID:OyAjBm2?TROgYMVts_wlsyzNVH= hVFP2jTyLmBKgfUDaY?jLxznBBbyhwBOHBGeyfyYm2F 16-4-0 23-4-0 2S-4-n . 2-0-0. 7-0-0 1 4.8-0 4-8.0 17-0-0 Special = Special 5xB NAILED NAILED NAILED NAILED 5x8 = 3 17 18 19 4 20 21 22 5 - — 5x6 = Special """" 5x8 = '" Special 5x6 = NAILED NAILED 7.0-0 11-8-0 Scale=1:44.5 Plate Offsets (X Y)-- [2:Edge,0-3-0I, [3:0-6-0 0-2-81 [5:0-6-0 0-2-8) [6:Edge 0-3-01 [9:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.17 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.25 9-10 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.30 Horz(CT) 0.11 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 119lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 2-5-9 oc puffins. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=219(LC 24) Max Uplift 2=-1121(LC 8), 6=-1121(LC 8) Max Grav 2=2270(LC 29), 6=2270(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3742/1616, 3-4=-3815/1799, 4-5=-3815/1799, 5-6=-3743/1616 BOT CHORD 2-1 0=-1 258/3290, 9-1 0=-1 260/3315, 8-9=-1203/3219, 6-8= 1202/3196 WEBS 3-10=-30/64813-9= 441/860, 4-9=422/606, 5-9=-442/861, 5-8=-30/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of-20.Opsf.on the bottom chord in all areas where a rectangle 3-6-0-tall by 2-0-0 wide_ will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1121 lb uplift at joint 2 and 1121 lb uplift at joint 6. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 434 lb down and 400 lb up at 7-0-0, and 434 lb down and 400 lb up at 16-4-0 on top chord, and 455 lb down and 115 Ib up at 7-0-0, and 455 lb down and 115 lb up at 16-3-4 on bottom chord. The d'esign/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Xuegang Liu PE No.67626 \LTek USA, Inc. FL Cert 6634 6904 Parke East Bhd. Tampa FL 33610 Date: SeDtember- 30.2021 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 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 -MITek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPII 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 - - - - _ . 148]43467al 2921487-GEM K6 Hip Girder 1 1 Job Ref erence o tion uuuuo - imouuwe k—' -1-11 - _run rierce, rL - a4a4o, _ 0.40U 5 HUg I b ZUZI IVII I BK Inaustries, Inc. W e0 Jep Zy 13:1 b:zi 2u21 Hage_2 I D:OyAj Bm2?TRQgYMVts_wlsyzNV H_-hV FP2jTyLmBKgfUDaY?j Lr¢nB8byhwBQH8GeyfyYm28 LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5= 70, 5-7=-70, 2-6= 20 Concentrated Loads (lb) Vert:3=-174(B) 5=-174(B) 10=-307(B) 8=-307(B)17=-113(B) 19=-113(8) 20=-113(B) 22=-113(B) 23=-67(B) 24=-67(B) 25=-67(8) 26— 67(B) ® 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 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 SCSI 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 _ 148143468 2921487-GEM L1 Monopitch Girder 1 2 Job Reference (optional) Builders FirstSource (Fort Pierce), _ Fort Pierce, FL - 34945, 8.430 s Aug 16 2021 MiTek Industries, Inc. Wed Sep 29 13:16:22 2021 Page 1 ID:OyAjBm2?TRQgYMVts_wlsyzN VH--AhpnF3Ta63JBHp3P8GXyu8W 2cX?wQlaaVo?BU5yYm27 -2-0-0 7-0-12 10-4-0 12 2-0-0 7.0-12 3-3-4 2-4-0 6.00 12 Scale = 1:42.8 3x4 = 3x6 II ST1.5x8 STP= 44 = HTU26 6x8 = HTU26 HTU26 HTU26 7-0.12 10-4-0 1 q-11 0 12-8-0 7-0-12 3-3-4 0-4-0 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0] [4:0-1-12,0-2-01,[8:0-4-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.03 2-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.04 2-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 203lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-7: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=464(LC 8) Max Uplift 2=-762(LC 8), 7= 3104(LC 8) Max Grav 2=1575(LC 25), 7=6079(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2424/912 BOT CHORD 2-8=-1039/2067, 7-8=-1007/1997 WEBS 3-8=-1505/3215, 3-7— 3296/1656, 4-7=-629/349, 4-6=-197/394 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft L=60fh eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) This truss has been -designed for a 10;O psf bottom chord live load nonconcurrent with any other live loads. 6) * 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 762 lb uplift at joint 2 and 3104 lb uplift at joint 7. 8) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 20-1 Odxl 1/2 Truss) or equivalent at 7-0-12 from the left end to connect truss(es) to front face of bottom chord. 9) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 14-1Odx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. XaegangLiu PENo.67626 starting at 9-0-12 from the left end to 11-0-12 to connect truss(es) to front face of bottom chord. 3LTekUSA, Inc. FLCed6634 10) Use Simpson Strong -Tie HTU26 (20-1Od Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 11-0-12 from the left end to 6904Parke East Bhd.Tamp FL33610 connect truss(es) to back face of bottom chord. Date: 11) Fill all nail, holes where hanger is in contact with lumber. - September 30.2021 BrEffiMrandard ® 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 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 -and MiTek is always required for stability 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 ANSIrrPI1 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 148143468 2921487-GEM L1 Monopitch Girder 1 2 Job Reference (optional) o.vou s r�uy I b LVL 1 IVII ILK L1101151rIe5, If10. veo Jepy e -13:1 b:ZZ zuzl rage z I D:OyAj Bm2?TRQgYMVts_wlsyzN VH_-AhpnF3Ta63JBHp3P8GXyu8W 2cX?wQlaaVo?BU5yYm27 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-70, 2-6=-20 Concentrated Loads (lb) Vert: 8=-2884(F) 12=-1366(F) 13=-2140(F=-1366, B=-773) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. 'Design , valid for use only with 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 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 148143469 2921487-GEM M1 Half Hip Girder 1 2 Job Reference (optional) rull ...IUC, rL _ J4a4a, o.+JU 5 AUrJ I o ZUe I IVII I eK Inuusirles, Inc. vvec aep za 7 J:i o_zo zuzi rage i_ ID:OyAj Bm2?TRQgYM Vts_wlsyzNVH_-etNASPUCtNS2vzebhz2BQM3CbxPv9fMj kSIkOXyYm26 3-1-4 5-5-0 9-8-0 33 1-4 2-3-12 4-3.0 2x4 II 3 5x8 = 4 _ 4x6 3x6 11 7x10 = bxb = ST1.5x8 STP = 3-1.4 It Scale = 1:23.5 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.08 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix-SH Weight: 116 lb FT = 20% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 5=Mechanical Max Horz 1=174(LC 21) Max Uplift 1=-1837(LC 8), 5=-2111(LC 8) Max Grav 1=4189(LC 2), 5=4548(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6965/3040, 2-3=-4847/2209 BOT CHORD 1-7=-2708/5909, 6-7=-2708/5909, 5-6=-2125/4575 WEBS 3-6=-2270/5046, 3-5=-5448/2527, 2-7=-960/2483, 2-6=-1987/848 Structural wood sheathing directly applied or 4-6-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"&') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7.ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designedforalive load-of-20.Opsf on the.bottom chord inall .areas where a.rectangle 3-6-0 tall by.2-0-Owide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1837 lb uplift at joint 1 and 2111 lb uplift at joint 5. 10) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dx1 1/2 Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-7-4 from the left end to 4-7-4 to connect tru§s(es) to front face of bottom chord. 11) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 14-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 6-7-4 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 12) Use Simpson Strong -Tie HTU26 (20-1 Od Girder, 11-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 8-7-4 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 13) Fill all nail holes where hanger is in contact with lumber. Xuegaug Liu PE No. 67626 311fek GSA, Inc. FL Cert 6634 004 Parke East Bhd Tampa FL 33610 Date: September 30.2021 ndard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 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 ANSUTPH 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 City Ply 148143469 2921487-GEM Mi Half Hip Girder 1 2 Job Reference (optional) 0.90V J Huy 10 CUG 1 mi i erc maustnes, mc. v_vea aep zy I3:1 1320 zuz-I rage z ID:OyAjBm2?TRQgYMVts_wlsyzNVH= etNASPUCtNS2vzebhz2BQM3CbxPv9fMjkSlkOXyYm26 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 3-4=-70, 1-5=-20 Concentrated Loads (lb) Vert: 8=-2209(F) 9= 2209(F) 10=-2209(F) 11=-1171(F) AL 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 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-99 and SCSI 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 148143470 2921487-GEM M2 Half Hip Girder 1 1 Job Reference (optional) vu _ , ­ov tr , -1Ue/, - run nuke, rL - oququ, C.4Ju s Hug 1 b zuzl Mt I eK Inausmes, Ing. 1Neo bep z`J 1 J:16:24 ZU21 rage 1 I D:OyAj Bm2?TRQgYM Vts_wlsyzNVH_-64xYglVgehavX7CnFhZQzZbL6Ln2uDutz6U IY_yYm25 9-8.0 5.8-0 Scale=1:20.5 NAILED - - NAILED 3z4 II 5x8 = NAILED NAILED 2 6 7 8 3 G Y 3x4 = I I 4x4 = SUR26 ST1.5x8 STP = 4.0.0 9-8-0 4-0-0 5-8.0 Plate Offsets (X,Y)-- [1:0-1-0,0-0-01,[2:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Wind(LL) -0.01 5 >999 240 Weight:51 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 4=Mechanical Max Horz 1=131(LC 8) Max Uplift 1=-230(LC 8), 4=-271(LC 8) Max Grav 1=61 O(LC 28), 4=633(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-949/330, 3-4=-254/186 BOT CHORD 1-5=-345/798, 4-5=-345/821 WEBS 2-5= 8/405, 2-4=-799/325 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 1 and 271 lb uplift at joint 4. 8) Use Simpson Strong -Tie SUR26 (6-10dx1 1/2 Girder, 6-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 4-0-0 from the left end to connect truss(es) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. _ _ 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Xaegaag Liu PE\o. 67616 Vert: 1-2=-70, 2-3=-70, 1-4=-20 31ffekLSA,1ac.FLCed66N Concentrated Loads (lb) , 6904ParkeEasfBlvd. Tampa FL33610 Vert: 2- 10(B) 5=-18(B) 6=-6(B) 7=-6(B) 8=-25(B) 9=-16(B) 10= 16(B) 11=-21(B) Date: - September 30,2021- ® WARNING - Verify design'parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. ' - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 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 ANSl1TPII 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 148143471 2921487-GEM PB1 Piggyback 1 1 Job Reference (optional) . ­y_ i o —41 rvu i en a iuusines, nffi. vveu oep zu I J: i o_zo zuz-i rage 1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH_ aGVwt5WTP_imBHr_pO4fWn8ajlBGdnfOBmEr5QyYm24 12.0-2 Scale = 1:20.4 6.00 12 6x8 3 0 4 6x8 5 3x4 = 10 9 8 3x4 = - 3x8 11 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stresslncr YES WB 0.01 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 36lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x8 SP 240OF 2.0E REACTIONS. All bearings 10-1-7. (lb) - Max Horz 2=-41(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 except 9= 195(LC 12) Max Grav All reactions 250 lb or less at joints) 2, 6, 10, 8 except 9=403(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-9=-336/477 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and -right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8 except _ Gt=lb) 9=195. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Xuegang Liu PE \a.67626 1LTek USA, Inc. FL Cert 6634 6%4 Parke East Blyd Tampa FL 33610 Date: - — September 30,2021- 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 parametersrshown, 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 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 _ 1481.43472 2921487-GEM P132 Piggyback 1 1 Job Reference (optional) ••"•""" ..y �• �• ��_�, _ _ _ �, - '�� , 6AJU 5 Hug I D eUZ I IVII I eK inousrnes, Inc. Wed bep zu 1 J:1 b:zb 2U21 rage 1 ID:OyAjBm2?TRQgYMVts—wlsyzNVH= 2S315QW5AIgdmQMAN6bu2_hlw9UQMDb9QQzPdsyYm23 12.0-2 12-0-2 Scale = 1:20.4 4x4 = 4x4 = 3 - 4 3x4 = 8 7 3x4 = 2x4 11 2x4 11 12-0-2 - r 12-0-2 LOADING (psf) SPACING- 2-0=0 CSI. - DEFL. in (loc) I/deft - Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 6 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n/a- BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 10-1-7. PLATES GRIP MT20 244/190 Weight: 38lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BbT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb) - Max Horz 2=-90(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-127(LC 12), 5=-127(LC 12), 8=-127(LC 12), 7=-127(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 5 except 8=344(LC 17), 7=329(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-256/330, 4-7=-250/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II;. Exp C; Encl., GCpi=0.18; MW FRS _(directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof jive load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint 2, 127 Ib uplift at joint 5, 127 lb uplift at joint 8 and 127 lb uplift at joint 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Xuegang Liu PE No. 67616 31frekUSA, Inc. FL Ced 6634 6904 Parke East Bh IL Tampa FL 33610 Date: - September 30,2021 A -WARNING - Verify depign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and 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 148143473. 2921487-GEM PB3 Piggyback 4 1 Job Reference (optional) uuu _ niawVWUC r!'Ull net VC), rUll 1J.4JU S Hug l ti ZUZI MI I eK mausines, Inc. vvea Jep z9 1 J:l ti:zt zU21 rage 1 I D:OyAjBm2?TRQgYMVts_wlsyzNVH_-W fdglmXjxcyUOaxMwp67bCDrrYgQ5fLJf4jy91yYm22 12-0-2 6-0-1 Scale = 1:20.9 4x6 = 3 6 3x6 = 2x4 11 3x6 = 1 12-0-2 Plate Offsets (X,Y)-- [2:0-2-12,0-1-81, [4:0-2-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.02 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 38 lb FT = 20% LUMtlEH- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 2=10-1-7, 4=10-1-7, 6=10-1-7 Max Horz 2= 139(LC 10) Max Uplift 2= 167(LC 12), 4=-167(LC 12), 6=-175(LC 12) Max Grav 2=258(LC 17), 4=279(LC 18), 6=494(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-323/438 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft B=45ft; L=601t; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)_zone; cantilever left and right exposed_;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a_rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 2, 167 lb uplift at joint 4 and 175 lb uplift at joint 6. _ _ 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Xeegaug Liu PE No. 67626 3bTek USA, Inc. FL Cert 6634 6904Parke East Bhd. Tampa FL 33610 Date: September- 30,2021 - - ®-WARNING - Verify 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 ANSVTP11 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 - 14814347.4 2921487-GEM PB4 Piggyback 1 1 Job Reference (optional) 0-OU 5 n y 10 GUG t Nn 1 UK Ir1UU5U1eh, r 1U. "eu oup eu to; I o:Za eue I rage_ t I D:OyAj Bm2?TRQgYMVts—wlsyzNVH= _rA2 W 6YLiv4L?kW ZU W dM7Pm4gy6dg7OSukSVhlyYm21 12-0-2 12-0-2 4x4 = 44 = 3 4 Scale=1:20.4 3x4 = 2x4 II 2x4 II 3x4 = 12-0-2 LOADING (psf) - SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl - Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 6 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.01 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 15 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix-SH LUMBER- BRACING- - PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 10-1-7. (lb) - Max Horz 2=111(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 2= 145(LC 12), 5=-145(LC 12), 8=-109(LC 9), 7=-109(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 5 except 8=337(LC 17), 7=318(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-245/264, 4-7=-226/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II;-Exp_C; Encl„_GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where.a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 2, 145 lb uplift at joint 5, 109 lb uplift at joint 8 and 109 lb uplift at joint 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Xuegaug Liu PE No. 67626 SLTek I Set, Inc. FL Ced M 6904 Parke East Bh'd. Tampa FL 33610 Date: - September 30,2021 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 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 148143475 2921487-GEM PB5 Piggyback 1 1 Job Reference (optional) 4x4 = 6.00 12 3 v a ­9 i o— r rvu r en a wuauies, uru_ vv eu oep za I j: i txov zuz i rage i ID:OyAjBm2?TRQgYMVts_wlsyzNVH= xElpwoZbEXK2F2gxcxggDgrS?msT1101L2xcmdyYm2? Scale = 1:20.4 2x4 11 - 4x4 = 4 5 3x4 = 10 9 8- 3x4 = 2x4 11 2x4 I I 2x4 I 12-0-2 1212-0.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES -GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 37lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-1-7. (lb) - Max Horz 2=-62(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 8 except 2=-107(LC 12), 6=-107(LC 12), 9— 152(LC 9) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 10, 8 except 9=315(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=-260/370 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-CExterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 8 except Qt=lb) 2=107, 6=107, 9=152. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Xtiegaag Liu PE No. 67626 311fek USA, Inc. FL Cert 6634 6904 Parke East Bh d. Tampa FL 33610 Date: -September 30,2021 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 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 ANSI/TPI7 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 148143476 2921487-GEM V1 Valley 1 1 Job Reference (optional) - --1"r- - - a 6 5-6-8 5.6-8 o.wou s r uy 10 eU41 Iv111 UK Irluusines, Inc. vveu oep ze t 3: 1 b_3u zUzl rage i I D:OyAj Bm2?TRQgYMVts-wlsyzNVH--xElpwoZbEXK2F2gxcxggDgrN3mjBI0hIL2xcmdyYm2? 8-0-0 2-5-8 Scale = 1:19.3 4x6 = 2x4 11 — - 2 3 5 4 3x6 2x4 II 2x4 Pi- --- a-8 5-6.8 B=0=0 0-tl-8 5-6-0 2-5.8 LOADING (psf) SPACING- 2-0-0 - CSI. DEFL-.- in (loc) I/dell - Ud - PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 5 n/a n/a - BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 1=7-11-8, 4=7-11-8, 5=7-11-8 Max Horz 1=150(LC 12) Max Uplift 1=-53(LC 12), 4— 48(LC 8), 5=-226(LC 12) Max Grav 1=209(LC 17), 4=44(LC 18), 5=464(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-344/522 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2). Building Designer !-Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific _ to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss -has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 5=226. Xuegang Liu PE No. 67626 .1LTek GSA, Inc. FL Cert 6634 -6904 Parke East Hhd. Tampa FL 33610 Date: - - - - September 30,2021 - - - A WARNING -Verify 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 property incorporate this design into the overall building design. Bracing indicated is to preJent 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/TPI7 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 148143477_ 2921487-GEM V2 Valley 1 1 Job Reference (optional) ouuuers nrstaource �rorr riercej,, - _ ron rrerce, rL_ 34`J4b, _ _ _ b.43U S Aug 16 ZUZ7 MI I eK InaustrleS, Inc. W e0 Sep 29 13:16:31 ZUZI rage1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH= PQsB88aD?gSvsCF89fB312OcGACX1Twvaih914yYm2_ 2-10-4 5.6-8 6-0-0 2-10.4 2-8-4 0-5-8 2x4 11 Scale = 1:18.3 - - 3 -- 0 5 4 2x4 2x4 II -2x4 II 2-9-12 LOADING-(psf)- SPACING- 2-0-0 - CSI. DEFL. in (loc) Well Ud- --PLATES - GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB- 0.16 - Horz(CT) 0.00 n/a - n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-P Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No:3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=5-11-8, 4=5-11-8, 5=5-11-8 Max Horz 1=158(LC 12) Max Uplift 4=-63(LC 12), 5=-183(LC 12) Max Grav 1=74(LC 1), 4=119(LC 17), 5=348(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-338/155 WEBS 2-5= 322/525 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS_for-reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=183. Xuegaag Liu PE No.67626 31tTek USA, Inc. FL Ceti: 6634 -6904 Parke East Will. Taulpa FL 33610 Date: - - - - -September 30,2021-- ® WARNING - Verifydesign parameters and:READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. - - -Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Chesterfield, MO 63017 Job Truss Truss Type Qty Ply - - — - - - - - 14814347.8 2921487-GEM V3 Valley 2 1 Job Reference (optional) tcuuoers rtrsi6ource_tr-Ori mefce), tort coerce, 1-L - 34y4b, _ _ U.43U S AUg 16 ZU21 MI I eK Intlustrles, Inc. Wect Sep 2y 19:16:32 2U21 I age 1 ` ID:OyAjBm2?TRQgYMVts-wlsyzNVH_-tcQZLUbsm8amULgKjMiJIFxIKZW Rmyc2oMQjpWyYml z 4-0-0 4.0-0 Scale = 1:12.8 2 - 2x4 -11 - - - - 6.00 F12 — - a 0 3 2x4 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl -- Ud - PLATES GRIP- TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES -WB 0.00 Horz(CT) 0.00 n/a n/a - BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 14lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - REACTIONS. (size) 1=3-11-8, 3=3-11-8 Max Horz 1=98(LC 12) Max Uplift 1=-41(LC 12), 3=-90(LC 12) Max Grav 1=154(LC 17), 3=171(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-162/266 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft eave=7ft; Cat. lf; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1,_3. _ Xuegaog Liu PE No. 67616 --1ftTek USA, Inc. FL Cert 6634 - 6904 Parke East Blvd: Tampa FL 33610 Bate: - - September 30-12021 WARNING - Verify deslgn 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 bucklingof individual truss web and/or chord members only. Additional temporary and permanent bracing MITeKa- 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 ANSVTPl1 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 148143479 2921487-GEM V4 Valley 2 1 Job Reference (optional) ti un rvowcr, _ un ngwe, r� _ uYaYo, _ _ t3.Y3U s Aug I o euz I tvtt I eK Inausines, Inc_We0 Jep_z i J:16:ii3 zuzi I -age 1 I D:OyAj Bm2?TRQgYM Vts-wlsyzNVH--Lo-xZgcUXRid6VOW H4DYgTT?3zvMV PsB 10AGMyyYm1 y 2.0-0 2-0-0 Scale =1:7.8 2 6.00 12 - — - --- - VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. 1 a 0 3 2x4 5- LOADING (psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.06 DEFL. in Vert(LL) n/a (loc) -1/defl Ud n/a 999 PLATES GRIP MT20 .244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=1-11-8, 2=1-11-8, 3=1-11-8 Max Horz 1=42(LC 12) Max Uplift 1=-17(LC 12), 2= 45(LC 12) Max Grav 1=65(LC 17), 2=59(LC 17), 3=27(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft L=60ft; eave=7f; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 100 lb uplift at joint(s) 1, 2. %uegang Liu PE No. 6706 \trek L-S,1, Inc. FL Cert 6634 6904 Parke East Bhd. Tampa PL 33610 Date: - -- - -September 30,2021--- - ------- WARNING - Verify design parameters and READ NOTES ON -THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. --- Design valid for use only with MITek® connectors. This design is based only upon parametersshown, 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 tc 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-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 Qty Ply 148143480 2921487-GEM V5 Valley 1 1 Job Reference (optional) a 0 -2x4 O o.'43u s mug it) eue I Ivn 1 ex Inuus[rles, inc._ vveu Jep LJ 7 J:l b:.i4 LULI rage 1 ID:OyAjBm2?TRQgYMVts_wlsyzNVH= p?YKmAd611gUjfzirnknNgD7WNEEEggLGgvquPyYmlx 2x4 11 Scale=1:18.8 3 4 2x4 II LOADING (psf) SPACING- 2-0-0 - CSI: DEFL. in (loc) I/defl Ud — PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 23 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=5-11-8, 4=5-11-8, 5=5-11-8 Max Horz 1=158(LC 12) Max Uplift 4=-63(LC 12), 5=-183(LC 12) Max Grav 1=74(LC 1), 4=119(LC 17), 5=348(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-338/155 WEBS 2-5=-322/525 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7fh Cat. - 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;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. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for alive load of 20.Opsf.on the bottom chord in all areas where a rectangle 3-6-0 tall. by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=183. kegaug Liu PE No. 67626, \LTek USA, lac FL Cat 6534 —'- 6904 Parke East Bh it. Tatup R33610 Date: -September 30,2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Y �- 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 Symbols PLATE LOCATION AND ORIENTATION' 14_3j4' 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. O'1/16 For 4 x 2 orientation; locate plates 0-'li ' 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's ection indicates joint number where bearings occur. Min size shown is for crushing only. Indpstry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89:4 Design Standard for Bracing: BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 9 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved mm Nil 8, MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 A, General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing; is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building desigrier, eredtion 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 ANSIrfPI 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, o� 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. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rP1 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.