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Home My WebLink AboutTrussI CA U 10N'Hll 54 6-00 t -- -_ DO NOT ATTEMPT TO ERECT 1s o0_ 00 4 os_ oo 14 vo 0o"SON TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND , � M lD r 0 U U Q N co d 0 O O' O O, Q° Q <C ' Q F- F F- F- o a D- a D_ CO 0 CD 0 CD O O O O O Q Q Q F- a 6> O Q CONNEA"TOR SCHEDULE 1- F- F F- a o rn N n� IL O d LO cD r� � r O r r r c- r � � p' U') M r — — T - - - Q Q —Q Q Q_- Q d Q Q Q U U U � Q , : I ROOF TRUSS FLOOR TRV BSCI-131 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING,_ SHINGLES, ETC.) _QQ 1 C1 C 1 I TY ID MODEL ROOF UPLIFT Q O SYMBOL I I a ' I I ALL INTERIOR BEARING WALLS' QT ID MODEL FLOOR UPLIFT SYMBOL MUST BE IN PLACE PRIOR TO I IN 1 1 INSTALLING TRUSSES. C3 - - I I I I I - C3 I r I� o I i C5 ! I E O T - IN I o L E7 i o ov I , I I I I I 0 00 E7 E7 _. -- - 1 I : t: I I: I - = - i ! 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E7 o I i 0 _ , _.... -- 0 A LUS24 $20 435 JLA 0 A HTU26 2940 _ T 1555 I A JL 0 C HTU26 2 Z940 2175 J LC 18 A HTU26 =3580 1555 J LA' 0 E HGUS26-2 4340 21 5 S J LE 0 B HTU28 4655 2020 J LB 0 G HGUS26-3 4340 2155 J LG d C HT 26-2 U 3580 2175 J LC 0 J H 21 -4 GUS 0 9100 4D95 J L J 2- b _ HTU28 2 4655 3485 ] LD 0 L HHUS46 2830 1320' L J - L 0: E HGUS26-7 5170 2155 J LE d M THA422 1960 J LM 0 F HGUS28-2 7460 3235 j LF 0 N THAC422 1960 J LN 0 G HGUS26-3 5170 2155 A LG 0 O THA426 2435• J LO ' 0 H HGU828-3 7460 3235 $ LH P SPECIAL 0 J HGUS20-4 9100 4095 J, LJ ACCESSORIES - - " -- 3z8 NAIL ON PLATES SEAT PLATES K fTHJZ'6 2940 915 ACCESSORIES 48 3x8 NAIL ON PLATES SCREWS BOLTS SEAT PLATES QTY MODEL QTY — MODEL , SCREWS BOLTS SDS 1/4" x 3" 1/2'1x8"CARR. BOLTS TY MODEL Q MODEL � " SDS 1/4 x 4-1/2 , r 1,/2+WASHERS ' SDS 1/4" x 3" 1/2'SB" CARR. BOLTS SDS 1/4" x 6" ; i 1!2 NUTS SDS 1/4 x 4-1/2 1/2" WASHERS` A HTU26 1 PLY TYP. ° ° °• HTU26 2 ° HHUS46 ' 2 PLY TVP ° ° FLOOR TYP. _ 11< SDS 1/4 x 6 - 1/2 NUTS MISCELLANEOUS ROOF TRUSS ^� FLOOR TRUSS S f MODE .. .. :. .. ODEL �- yin I 1 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 R I E WARNING Backcharges Will Not Be Accepted I Regardless of I -au lt 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 Diaphr m Connections. ROOF PITCH: 6/12 CEILING PITCH: TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 18" I END CUT: SQUARE CANTILEVER: NIA TRUSS SPACIN : 24" BUILDING COD :' FBC2Q2d BEARING HEIGHT SCHEDULE Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiieK RE: 2792357 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Manny Garcia Project Name: Garcia Res Model: Custom Tampa, FL 33610-4115 Lot/Block: . Subdivision: . Address: NE Corner Linwood & Summit St, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria &_Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 163 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 51 individual, Truss Design Drawings and 0 Addit;onal Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers- Rules. No. Seal# Truss Name Date No. Seal# Truss Name-- Date 1 T24871877 A01 8/2/21 15 T24871891 A15 8/2/2t Z T24871878 A02 8/2/21 16 T24871892 A16 8/2/21 3 T24871879 A03 8/2/21 17 T24871893 A17 8/2/21 4 T24871880 A04 8/2/21 18 T24871894 C1 8/2/21 5 T24871881 A05 8/2/21 19 T24871895 C1P 8/2/21 6 T24871882 A06P 8/2121 20 T24871896 C3 8/2/21 7 T24871883 A07PT 8/2/21 21 T24871897 C5 8/2/21 8 T24871884 A08PT 8/2/21 22 T24871898 D01 8/2/21 9 T24871885 A09PT 8/2/21 23 T248718.99 D02 8/2/21 10 T24871886 Al OPT 8/2/21 24 T24871900 D03 8/2/21 11 T24871887 A11 PT 8/2/21 25 T24871901 D04 8/2/21 12 T24871888 Al2P 8/2/21 26 T24871902 D05 8/2/21 13 T24871889 A13P 8/2/21 27 T24871903 E3P 8/2/21 14 T24871890 A14P 8/2/21 28 T24871904 E7 8/2/21 This item has been electronically signed and sealed by -Velez, Joaquin, PE using a=Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin 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. *�`1Il{Itf Iill.. �. CiuIN V •• GEN :• No 6818Z �p STATE OF •[l/: ��`�, . ftlllllllt, Joaquin Velez'PE No.68182. VIM U.Sk Inc. FIL Gert6634; 6904 Parke East Blvd. Tampa EL 33610 Data. August 2,2021 Velez,FILE COPY 2 RE: 2792357 - Site Information: Customer Info: Manny Garcia Project Name: Garcia Res Model: Custom Lot/Block: . Subdivision: . Address: NE Corner Linwood & Summit St, . City: Fort Pierce State: FL No. Seal# Truss Name Date 29 T24871905 G01 8/2/21 30 T24871906 G02 8/2/21 31 T24871907 G03 8/2/21 32 T24871908 G04 8/2/21 33 T24871909 G05 8/2/21 34 T248719-10 G06 8/2/21 35 T24871911 H5P 8/2/21 36 T24871912 H7 8/2/21 37 T24871913 P01 8/2/21 38 -T24871914 P02 8/2/21 39 T24871915 PB01 8/2721 40 T24871916 PB02 8/2/21 41 T24871917 PB03 8/2/21 42 T24871918 PB04 8/2/21 43 T24871919 V01 8/2/21 44 T24871920 V02 8/2/21 45 T24871921 V03 8/2/21 46 T24871922 VO4 8/2/21 47 T24871923 V05 8/2/21 48 T24871924 V06 8/2/21 49 T24871925 V07 8/2/21 50 T24871926 V08 8/2/21 51 T24871927 V09 8/2/21 2 of 2 MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 2792357 A01 Half Hip Girder 2 2 T24871877 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MTek Industries, Inc. Fri Jul 30 12:46:57 Page: 1 ID:2rASSaSnLk9Bg98HiPNC3gz5M34-RfC9PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC7f 612 Y o 9 m T CQ 1 2 2245 5x8= 4x6- Scale =1:82A -1-6-0 7-0-0 10-0-7 15-6-5 21-0-2 26-6-0 31-11-14 37-5-11 42-11-9 46-0-0 1-6-0 7-0-0 3-0-7 5-5-14 5-5-14 5-5-14 5-5-14 5-5-14 5 5-14 3-0-7 5x6= 3x6- 3x6- 5x6= 3x6= 5x6= 3x6- 4x6= 3x4a_ 3 25 4 26 27 28 529 30 31 6 32 3334 357 36 37 8 3839 40 941 42 4310 44 11 46 2120 47 48 7x8= 19 49 50 161 52 17 1653 4x6= 4x6= Bx10 WB = 5515 1-4 56 4x6= m 3 1� 2 13 57 58 7x8= 4x6= 4x6= 4x6= 6x8- 7-1-12 12-9-6 18-3-3 23-9-1 29-2-15 34-8-13 40-2-10 46-0-0 7-1-12 5-7-10 5=5-14 5-5-14 5-5-14 5-5-14 5-5-14 5-9-6 Plate Offsets-(X, Y): [2:0-4-0,0-1-15], [3:0-3-0,0-2-0], [6:0-3-0,0-3-4], [8:0-3-0,0-3-0], [12:Edge,0-5-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.-86 18-19 >639 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -1.01 18-19 >547 180 BCLL 0.0• Rep Stress Incr NO WB 0:94 Horz(CT) -0713 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 614 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.1 *Except* 1-3:2x4 SP No.2 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD- Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. REACTIONS (lb/size) 2=3910/0-8-0, 12=39331 Mechanical Max Horiz 2 303 (LC 8) Max Uplift 2=-2412 (LC 8), 12=2348 (LC 8) Max Grav 2=4080 (LC 13), 12=4028 (LC 13) FORCES -(lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=8535/4855, 3-4=-7725/4484, 4-5=11317/6531, 5-7=1382417993, 7-9=12736/7360, 9-10=5892/3358, 10-11=24/11, 11-12=66/56 BOT CHORD 2-22=- 416/7588, 20-22=5770/9798, 19-20=-7422/12626,18-19=8140/13866, 16-18=7963/13561, 15-16=6874/11690, 13-15=-4883/8279, 12-13=1973/3272 WEBS 3-22=1589/3202, 4-22=3266/1986, 4-20=1210/2456, 5-20=2100/1419, 5-19=502/1182, 6-19=836/679, 6-18=66/276, 7-18=-94/454, 7-16=-13141958, 8-16=775/1664, 8-15=2544/1670, 9-15=1499/2886, 9-13=-3801/2429, 10.13=-2204/4171, 10-12=5015/3029 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 1-0-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 1-0-0 oc. Web connected as follows: 2x4 -1 row at 1-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or -back (B) face in the LOAD- CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional); -Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading, requirements speck to the use -of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 4x6 MT20 unless otherwise indicated. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2348 lb uplift at joint 12 and 2412 lb uplift at joint 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.ealik MiTekUSA, InC.fL Cert 6834 . `6904 Parke:Eest Blvd. Tampa FL 33618 Data., August 2,2021 Conti ue on page WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity 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 Mew always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DS049 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2T24871877 2 2792357 A01 Half Hip Girder Job Reference(optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:48:57 Page: 2 1 D:2rASSaSnLk9Bg98Hi PNC3gz5M 34-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC7f 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 317 Ib down and 349 Ib up at 7-0-0, 184 Ib down and 168 Ib up at 8-0-12, 184 Ib down and 168 Ib up at 10-0-12, 184 Ib down and 168 Ib up at 12-0-12, 184 Ib down and 168 Ib up at 14-D-12, 184 Ib down and 168 Ib up at 16-0-12, 184 Ib down and 168 Ib up at 18-0-12, 184 Ib down and 168 Ib up at 20-0-12, 184 Ib down and 168 Ib up at 22-0-12, 184 Ib down and 168 Ib up at 24-0-12, 184 Ib down and 168 Ib up at 26-0-12, 184 Ib down and 168 Ib up at 28-D-12, 184 Ib down and 168 Ib up at 30-0-12, 184 Ib down and 168 Ib up at 32-D-12, 1 B4 Ib down and 168 Ib up at 34-D-12, 184 Ib down and 168 Ib up at 36-D-12, 184 Ib down and 168 Ib up at 3B-D-12, 184 Ib down and 168 Ib up at 40-0-12, and 184 Ib down and 168 Ib up at 42-0-12, and 184 Ib down and 168 Ib up at 44-D-12 on top chord, and 342 Ib down and 59 Ib up at 7-0-0, 83 Ib down at B-0-12, 83 Ib down at 10-0-12, 83 Ib down at 12-0-12, 83 Ib down at 14-0-12, 83 Ib down at 16-D-12, 83 Ib down at 18-0-12, 83 Ib down at 20-0-12, 83 Ib down at 22-D-12; 83 Ib down at 24-D-12, 83 Ib down at 26-0-12, 83 Ib down at 28-0-12, 83 Ib down at 30-0•-12, 83 Ib down at 32-0-12, 83 Ib down at 34-0-12,-83 Ib down at 36-D-12, 83 Ib down at 38-D-12, 83 Ib down at 40-0-12, and 83 Ib down at 42-0.12, and 83 Ib down at 44-D-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Overhang applied -to ply: 1(Front) LOAD CASE(S) Standard 1) Dead + Roof Live -,(balanced): Lumber Increase=1.25, Plate Increase=125 Uniform Loads (lb/ft) Vert: 1-3=60,-3.11=60, 2-12=20 Concentrated Loads (lb) Vert: 3=252 (B), 21=60-(B), 22=277 (B), 8=127 (B), 14=60 (B), 17=60 (B), 4=127 (B), 19=60-(B), 13=60 (B), 25=127 (B), 27=127 (B), 28=127 (B), 29=127 (B), 30=127 (B), 31=127 (B), 32=-127 (B), 34=127 (B), 35=127 (B), 36=127 (B), 37=127 (B), 39=127 (B), 40=127 (B), 41=127 (B),42=127 (B), 43=127 (B), 44=127 (B), 45=60 (B), 46=60 (B), 47=-60 (B), 48=60 (B), 49=60 (B), 50=60 (B), 51=60 (B), 52=60 (B), 53=60 (B), 54= 60 (B), 55=60 (B), 56=60 (B), 57=60 (B), 58=-60 (B) ®WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/192020 BEFORE USE. Design valid for use only with MTekdD connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek' 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 oftrusses and truss systems, see ANSIRP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saf W informadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3S61D Job Truss Truss Type Oty Ply T24871878 2792357 A02 Half Hip 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:03 Page: 1 ID:ymnl RHNt7GJNrUPKIchyM5M3J-RfC?PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC?f -1-6-0 6-0-2 9-0-0 12-11-3 20-2-10 27-6-0 34-9-6 42-0-13 46-0-0 1-6-0 6-0-2 2-11-14 ' 3-11-3 7-3-6 7-3-6 7-3 6 7-3-6 3-11-3 5x6= 3x6= 5x6= 3X6= 5x6= 4x6= 3x4n 4 23 5 24 625 26 7 27 8 289 10 I N C? TX O bXe= 4x6= 4x8= 5X6= 4x4= 6x8- 4x6= 4x4= 4x4= 9-1-12 16-6-14 -23-10-5 31-1-11 38-5-2 46-0-0 9-1-12 7-5-2 7-3-6 7-3-6 7-3-6 7-6-14 Scale = 1:82.6 Plate Offsets (X, Y): [4:0-3-0,0-2-0], [6:0-3-0,0-3-4], [8:0-3-0,0-3-4], [11:Edge,0-4-8] Loading (psf) Spacing 2-D-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.62 15-16 >885 240 MT20 244/190 TCDL 10.0- Lumber DOL 1.25 BC 0.76 Vert(CT) -0.77 15=16 >717 180 BCLL 0.0' Rep Stress Incr YES WB 0.99 HOR(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 280 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-11 REACTIONS (lb/size) 2= 193010-8-0. 11 =1 833/ Mechanical Max Horiz 2=367_(LC 12) Max Uplift 2=1138 (LC 12). 11=1021 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=3623/2145, 3-4=3394/2017, 4-5=3026/1860, 5-7=4663/2697, 7-9=-4068/2315, 9-10=16/4, 10-11=70/85 BOT CHORD 2-18=2130/3201, 16-18=2378/3823, 15- 1 6=2797/4663, 13-15=2668/4540, 12-13=2033/3483, 11-12=882/1447 WEBS 3-18=347/395, 4-18=755/1360, 5-18=-1285/802, 5-16=301/795, 6-16=627/418, 6-115=14/206, 7-15=90/264, 7-13=747/559, 8-13=-449/927, 8-12=1511/994, 9-'12=863/1713, 9-11=2218/1359 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Extedor(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 9-0-0, Exterior(21R) 9-D-0 to 15-6-1, Interior (1) 15-6-1 to 45-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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 3-06-00 tall by 2-00-00 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 1021 lb uplift at joint 11 and 1138 lb uplift -at joint 2. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ,Joaquin Velaz PE No.68192 MIT& USA, Inc.FL Cert 6634 6964 Parke East $l1id. Tampa FL,33610 Date: August 2,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must 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 6904 Parke East Blvd. SafaVinfonnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 T24871879 A03 Half Hi p 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564. Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 Mi rek Industries, Inc. Fri Jul 3012:47:04 Page: 1 I D:S9JAWnl?eROA??3buS7wVlz5M31-RfC?PsB7OH g3NSgPgnL8w3ulTXbG KWrCDoi7J4zJ C?f 1-6-0 6-11-2 11-0-0 17-11-5 25-2-4 31-61 38-9-3 46-0-0 1-6-0 6-11-2 4-0-14 6-11-5 7-2-15 6-4-0 7-2-15 7-2-13 5x6= 3x6= 5x6= 3x6= 5x6= 3x4n 4 225 23 24 6 7 25 8 26 9 4x6= 2x4o 4x8= 6x8= 4x4= 4x4= 5x6= 4x4- 6-11-2 11-1-12 20-1-0 1-4-4 36-7-8 46-0-0 6-11-2 4-2-10 8-11-4 3-3-4 8-3-4 9-4-8 Scale=1:82.7 0 10 Plate Offsets (X, Y): [4:0-3-0,0-2-0], [6:0-3-0,0-3-0], [8:0-3-0,0-3.4], I10:Edge,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 -Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.47 13-14 >999 240 MT20 244/190 TCDL 10.0 - =Lumber DOL 1.25 BC 0.84 Vert(CT) -0.66 13-14 >B39 180: BCLL 0.0' Rep Stress Incr YES WB 0.95 Horz(CT) 0.17 10 n/a n/a I BCDL 10.0 Code FBC2020rTP12014 Matrix -AS Weight: 289 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS W SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5 16, 7-11 WEBS 2 Rows at l/3 pts B=10 REACTIONS (lb/size) 2=1930/0--8-0, 10=1833/ Mechanical - Max Horiz 2=432 (LC 12) Max Uplift 2=-1131 (LC 12), 10=1028 (LC 12) Max Grav 2=2268 (LC 17), 10=2090 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 23=-4260/2105, 3-4=-3754/1932, 4-5=3359/1800, 5-7=-4404/2261, 7-9=2874/1409, 9-10=-186/210 BOT CHORD 2-17=2144/3816, 16-17=2144/3816, 14-16=2290/4269, 13 14=2294/4393, 11-13=1966/3806, 'f8w11=1227/2335 WEBS 3-17=6/243, 3-16=636/463, 4-16=-566/1386, 5-16=12551634, 5-14=55/435, 6-14=1321222, 6-13=-409/379, 7-13= 276/763, 7-11 =1 366/831. B-11=517/1478, 8-10=-2905/1522 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Extedor(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 11-0-0, Extedor(2R) 11-0-0 to 17-6-1, Interior (1) 17-6-1 to 45-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DCL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 psi 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 3-06-00 tall by 2-OD-00 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 1028 lb uplift at joint 10 and 1131 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin yelez PE No.88182 MITek USA, Ina.:FL Can 8634 6804 Parke EastPlvd. Tampa FL,33910 Date: August 2,2021 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19r2020 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 ANSVMlf Quality Criteria, DS049 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2792357 A04 Hip T24871880 Job Reference (optional) Builders FirstSource irampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 15 2021 Print: 8.430 S Jul 18 2021 MTek Industries, Inc. Fri Jul 3012:47:05 Page: 1 I D:S9JA Wnl?eROA??3buS7wVjz5M 31-RfC?PsB70H g3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 11-6-0 6-2-4 13-0-0 19-10-8 26-1-8 33-0-0 39-2-12 46-0-0 "1-6-p 6-9-4 6-2-12 6-10-8 6-3-0 6-10-8 6-2-12 6-9 4 n 5x6= 3x6= 5x8= Sx6= 4 25 26 27 @8 7 4x6= 2x4n 3x8- 5X8WB= 3x6= 5XBWB- 3xB= 2x4n 4x6= 6-9-4 13-1-12 23-0 0 32-10-4 39-2-12 46-0-0 6-9-4 6-4-8 9-10-4 9-10-4 6-4-8 6-9 4 Scale = 1:81 Plate Offsets ()(-Y):[3:0-3-Dt0-3-4],[4:0-3-8,0-2-4],[6:0-3-0,0-3-0],[7:0-3-8,0-2-4] Loading (pst) Spacing 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.45 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.82 11-13 >672 180 BCLL 0.0• Rep Stress Incr YES WB 0.78 Horz(CT)- 0.21 9 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 244 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 14-12:2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceilingdirectly-applied. WEBS 1 Row at midpt 5-15,-6-11 REACTIONS (lb/size) 2=1936/0-8-0, 9=1838/ Mechanical Max Horiz 2=312 (LC 11) -Max Uplift 2=-1155 (LC 12), 9=1010 (LC 12). -Max Gram 2=2260 (LC 20),-9=2168 (LC 21) FORCES (lb) - Maximum Compression/Maximum -Tension TOP CHORD 1-2=0/42, 2-4=-4175/2185, 4-5=-3109/1844, 5-7=-3705/2147,7-8=3506/1953, -8-9=-4188/2208 BOT CHORD 2-16=1846/3866, 15-16=1848/3861, 13-15=1718/3718, 11-13=173B/3650, 10-11=1844/3680, 9-1 0=1 844/3680 WEBS 3-16=0/242, 3-15=767/529, 4-15=-472/1177, �15=-931/494, 5-13=0/332, 6-13=0/330, 6-11=927/486, 7-11=480/1177, 8-11=794/543, 8-10=0/244 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=163mph (&second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; 11=2511; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 13-0-0, Extedor(2R) 13-0-0 to 19-6-1, Interior (1) 19-6-1 to 33-041, Extedor(2R) 33-0-0 to 39-2-12, Interior (1) 39-2-12 to 46-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-OD-00 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 1010 lb uplift at joint 9 and 1155 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin'Ve19z.PE No.68192 MiTekUSA .Im FL Cert6834 _ ""Parke East Blvd. TampaFL 33610 Date. August 2,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE.'° Design valid for use only with Mrrek® 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 ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salta intbrmation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 12792357 T24871881 A05 Hip 1 1 Job Reference (optional) Builders FirstSource (rampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 18 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:06 Page: 1 ID:wLtYj7ldPIW1 d9enRAf9lxz5M3H-RfC7PsB7OHg3NSgPgnLBw3ulTXbGKWrCDoi7J4zIC7f 1-6-0 7_9 4 15-0-0 23-0-0 31-0-0 38-2-12 46-0-0 1_g_p 7-9-4 7-2-12 8-0-0 8-0-0 7-2-12 7-9-4 7x8a 2x4u 7xB11 4 25'_6 527 28 6 o m Cn v= 0 4x6- Wu 5x8 WB - 3x6= 4x8- 3xB= 3x6- 5x8 WB = 2x4u 4x6= 7-9-4 15-1-12 23-0-0 30-10-4 38-2-12 46-0-0 7-9-4 7-4-8 7-10-4 7-10-4 7-4-8 7-9-4 Scale = 1:81.2 Plate Offsets (X, Y):13:0-4-0,0-3-0],[4:0-4-4,0.2-0],-16:044,0-2-0],[7:0-4-0,0-3-01 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL (roof) 20.0 . Plate Grip DOL• 1.25 TC 0.81 Vert(LL) 0.40 11-12- >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.63 11-12 >871 180 BCLL 0.0' Rep Stress Ina YES WB 0.73 Horz(CT) 0.20 8 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -AS Weight: 246 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-14, 7-11 REACTIONS (lb/size) 2=1936/0-8-0, 8=1838/ Mechanical Max Horiz 2=356 (LC 11) Max Uplift 2=1155 (LC 12), 8=1010'(LC 12) Max Grav 2=2265 (LC 20), 8=2173.(LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-4=-4130/2159, 4-5=3224/2011, 5-6=3224/2011, 6-8=-4133/2171 BOT CHORD 2-16=1809/3850, 14-16=1811/3844, 12-14=1281/3032, 11-12=1269/2815, 9-11=1805/3616, 8-9=1803/3622 WEBS 3-16=0/310, 3-14=941/607, 4-14=197/758, 4-12=-323r704, 5-12=534/515, 6-12=-315r701, 6-11=203/764, 7-11=958/622, 7-9=0/313 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 15-0 , Exterior(21R) 15-0-0 to 21-6-1, Interior (1) 21-6-1 to 31-0-0, Exterior(2R)-31-0-0 to 37-6-1, Interior (1) 37-6-1 to 46-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) -Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 cf-20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 1155 lbupliftat joint 2 and 1010 lb uplift at joint 8. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top Chord and 1/2" gypsum sheetrock be applied directly to. the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin;Velaz PE No.88182 MIT& USA, Ihcr FL.Cert 8634 8664 Parke:East Blvd. Tampa FL, 33610 bate_: August 2,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 51192020 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing We[( prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, OS"9 and BCS/Building Component 69D4 Parke East Blvd. Satetyinformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply 2792357 A06P Hip 1 1 T24871882 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:07 Page: 1 ID:OXRwxTJFA2elEJD?tAOa8z5M3G-RfC?PsB70Hg3NSgPgnL8w3uITXbGKMDoi7J4zJC?f 1-6-Q 6-8-3 12-1-0 17-0-0 23-0-0 29-0-0 34-5-13 39-6-12 46-0-0 1-6-0 6-8-3 5-4-13 4-11-0 6-0-0 6-0-0 5-5-13 5-0-15 6-5-4 5x6= 2x4a 5x8= 5 26 27628 7 10 4x6= 2x4n 6x8= 4x8= 4x8= 3x6= 48= 3x6- 4x6- , 6-8 3 , 12-1-0 12;t-0 23-0-0 28-10-4 36-11-0 46-0-0 6-8-3 5-4-13 024-0 10-7-0 5-10-4 8-0-12 9-1-0 Scale = 1:81.4 Plate Offsets (X, Y):[3:0.3-0-,0-3-0),[5:0-3--0,0-2-0],[7:0-6-0,0-2-8),*[8:0-3-0,0-3-0] Loading (psf) Spacing 2-0-0 -CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL (roof) -20.0 Plate Grip DOL 1.25 Ta 0.55 Vert(LL) 0.20 17-20 >727 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.79 14-16 >518 180 BCLL —0.0' Rep Stress Incr YES WB 0.97 Horz(CT) 0.06 -10 n/a rile BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 263 Ito FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except* 12-10:2x4-SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5.16, 5-14, 6-14, 7-14, 8-13 REACTIONS (lb/size) 2=24610-8-0, 10=1236/ Mechanical, 16=2292/0-8-0 Max Horiz 2=400 (LC 11) Max Uplift 2=431 (LC 12), 10=656 (LC 12), 16=1618 (LC 12) Max Grav 2=326 (LC 24), 10=1571 (LC 21), 16=2578(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP- CHORD 1-2=0/42, 2-4=637/806, 4-5=-437/808, 5-6=-1 174171 Z 6-7=-11741712. 7-9=2623/1217, 9-10=2841/1293 BOT CHORD 2-17=-639/97, 16-17=-638/84, 14-16=0/438, 13-14=319/1341, 11-13=717/1933, 10-11=1038/2488 WEBS 3-17=788/1199t 3-16=535/1345, 4-16=356/416, 5-16=1941/1249, 5-14=684/1422, 6-14=-400/404, 7-14=539/345; 7-13=-343/840, 8-13=862/574, 8-11=244/741, 9-11=-420/414- NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 17-0-0, Exterior(2R) 17-0-0 to 23-6-1, Interior (1) 23-6-1 to 29-0-0, Extedor(2R) 29-0-0 to 35-6-1, Interior (1) 35-6-1 to 46-D-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-OD-00 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 431 Ito uplift at - joint 2, 1618 lb uplift at joint 16 and 656 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item -has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE 60.68182 MiTek U4, lhr, FLCert;6634' 8994 Parksiii st Blvd. Tampa FL 33610 bate: August 2,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��a 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/lPlf Quality Criteria, DSB49 and BCS/ Building Component 69U Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871883 2792357 A07PT Hi p 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, 0 to o O1 `r= 0 4x6= 2x4u 6-3-12 6-3-12 Scale = 1:81.6 Run: 0.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fit Jul 30 12:47:08 Page: 1 I D:sk?18pKtxMmksToAZbad8Mz5M3F-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC7f -8-8 12-1-0 14-8-12, 19-0-0 27-0-0 31-4-4 38-4-0 46-0-0 1_6_0 7-8-8 4 4-8 2-7-12 4 3-4 8-0-0 4 4-4 6-11-12 7-8-0 5x6- 5x6= 6 3031 32 33 7 Zu •— 3xB- -6x8= 3x4u Zp 14-10-8 416 8 12-5-0 15-2-0 0-4-0 0-3-8 2-5-8 2-8-8 10 5x12= 4x12= 4x6= 3x4n 1-0 31-2-8 38-4-0 46-0-0 1-0 n_�_a 7-1-6 7-8-0 Plate Offsets (X, Y): [4:0-3-0,0-3-0), [6:0=3-8,0-2-4), [7:0-3-8,0-2-4), [9:0-4-0,0-3-0), [11:0-3-8,0-2-0), [14:0-3-8,0-2-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.24 14-15 >999 240- MT20 244/190 TCDL 10.0 Lumber_DOL 1.25 BC 0.92 Vert(CT) -0.43 14-15 >948 180 - BCLL 0.0' Rep Stress Incr YES WB- 0.95 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -AS Weight: 281 lb FT = 20% LUMBER TOP CHORD 2x4 SPNo.2 BOT CHORD 2x4 SP No.2 *Except* 19-5,8-12:2x4 SP No.3 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 17-19, 12-14 WEBS 1 Row at midpt 6-17, 7-14, 4-20, 7-15 REACTIONS (lb/size) 2=140/0-8-0, 10=1204/ Mechanical, 20=2447/0-8-0 Max Horiz 2=444 (LC 11) Max Uplift 2=406 (LC 12), 10=644 (LC 12), 20=1643 (LC 12) Max Grav 2=256 (LC 24), 1 0=1 523 (LC 21), 20=2734 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=106/810, 3-5=656/1154, 5-6=151/357, 6.7=1051/627, 7-8=2342/1291, 8-10=2713/1213 BOT CHORD 2-21=-880/118, 20-21=892/216, 19-20=117/28, 18-19=0/0, 17-19=0/114, 5-17=233/293, 15-17=0/645, 14-15=224/1225, 12-14=0/146, 8-14=366/429, 12-13=0/0, 11-12=8/44, 10-11=951/2355 WEBS 17-20=1096/1045, 6-17=1630/1005, 7-14=753/1479, 11-14=-969/2374, 9-14=-480/426, 9-11=220/265, 3-20=-562/1126, 3-21=804/293, 4-20=1858/773, 4-17=542/1494, 7-15=-707/567, 6-15=-446/1151 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 19-0-0, Extedor(2R) 19-0-0 to 25-6-1, Interior (1) 25-6-1 to 27-0-0, Exterior(2R) 27-0-0 to 33-6-1,-Interior (1) 33-6-1 to 46 0-0 zone; porch left exposed;C-C-for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-00-00 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 406 lb uplift at joint 2, 644 lb uplift at joint 10 and 1643 lb uplift at joint 20. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies. Jgagwn;Velez PE No.68182 Wilk USA, Inc. FIL Cert;6634' CIS Parke East Blvd, Tampa FL, 33610 Gate: August 2,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSLIP/f Qualify Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2DS01 Tampa, FL 36610 Job Truss Truss Type Oty Ply 2792357 A08PT Piggyback Base 3 1 T24871994 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MTek Industries, Inc. Fri Jul 30 12:47:10 Page: 1 ID_EHDtFU1tMPuwTHgggQg85z5M32-RfC7PsB70Hg3NSgPgnL6v,3uITXbGKWrCDoi7J4zJC7f 1-6-0 7_g_g 12-1-0 14-8-12 17-4-8 , 23-0-0 28-7-8 31-4-4 38-4-0 46-0-0 1_g_p 7-8-8 4 4 8 2-7-12 2-7-12 5-7-8 5-7-8 2-8-12 6 11_12 7-8-0 5x6- 2x4a 5x6= N 4x6- 2x4.a BXB= 3x4n 5x12= 4x12= 4x6= 14-10-8 5x12- 3x4a 6-3-12 12-1-0 12i15-0 15��-0 19-2-8 , 23-0-0 30-11-0 31;2-8 38-4-0 46-0-0 6-3-12 5-9-4 0-4-0 0-3-8 4-0-8 3-9-8 7-11-0 0-3-8 7-1-8 7-8-0 2-5-8 Scale=1:81.4 Plate Offsets (X, Y): [4:13-3-OA3-0], [6:0-3-Lj 2-0], [8:0-3_0,0-2-01, 110:GA-0,0-3-0], [12:0-3-8,0-2-0], [15:0-3-8,0-2-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL (roof) 20.0 Plate -Grip DOL 1.25 TC 0.67 Vert(LL) -023 15-16 >999 240 MT20 244/190 TCDL 10.0- LumberDOL 1.25 BC 0.90 Vert(CT) -0.42- 15-16 >964 180 BCLL -0.0' Rep Stress Incr YES WB 0.95 Horz(CT) 0.OB 11 rile n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -AS Weight: 287 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 20-5,9-13:2x4 SP No.3 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc puriins (5-2-15 max/: 6-8. BOT CHORD Rigid ceiling directly applied: Except: 11O-0-0 oc bracing: 18-20, 13-15 WEBS 1 Row at midpt 6.18, 6=16, 8-16, 4-21 REACTIONS (lb/size) 2=114/0.8-0, 11=1195/ Mechanical, 21=2482/0-8-0 Max Horiz 2=409 (LC 11) Max Uplift 2=399 (LC 12). 11=641 (LC 12), 21 =1 653 (LC 12) Max Grav 2=222 (LC 24), 11=1507 (LC 21), 21=2759 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-111/852, 3-5=676/1196, 5-6=197/394, 6-7=117216M 7-8=1172/686,8-9=2282/1264, 9-11=-2678/1207 BOT CHORD 2-22=920/133, 21-22=9321230, 20-21=118/31, 19-20=0/0, 18-20=0/116, 5-1 8=1 81/231, 16-18=21/394, 15-16=-314/1388, 13-15=0/146, 9-15=336/419, 13-14=0/0, 12-13=4/42, 11-12=948/2324 WEBS 18-21=1143/1056, 6-18=1572/1008, 6-16=749/1471, 7-16=380/404, 8-16=590/375, 8-15=704/1361, 12-15=971/2346, 10-15=-490/430, 10-12=217/266, 3-21=563/1125, 3-22=-805/293, 4-21=-1842/775, 4-18=508/1470 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 17-4-8, Exterior(21R) 17-4-8 to 23=10-9, Interior (1) 23-10-9 to 28-7-8, Extedor(21R) 2817-8 to 35-1-9, Interior (1) 35-1-9 to 46-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1:60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 399 lb uplift at joint 2, 641 lb uplift at joint 11 and 1653 lb uplift at joint 21. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical punin representation does not depict the size or the orientation of the punin along the top and/or bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiT&USA,Jnc;FLi Oe 0634 . 8804 Perke.Fast Btvd. Tampa FL 3300 Date: August 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/f Quality Crfteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3651D Job Truss Truss Type Qty Ply T24871885 2792357 A09PT Piggyback Base 2 1 _Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33554, Run: 8.43 S Jul 162021 Print 8.430 S Jul-16 2021 MiTek Industries, Inc. Fri Jul 3012:47:10 Page: 1 ID:yWBHd8 CsIriVFVbp500XUz5MtK-RfC4PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zIC?f 7_8_8 12-1-0 14-8-12 17-4-B 23-0-0 28-7-8 31 4-4 37-10-12 46-0-0 1_B_0 7-8-8 4-4-8 2-7_12 2-7-12 5-7-8 5-7-8 2-8-12 6-6-8 8-1-4 5x6= 2x4a 5x6= M �i a 00 mm M N O O 4x6= 2x4a 6x8= 3x4n 5x12- 3x10- 15-2-8X12= 3x4 u 6-1-0 12-1-0 14-10-8, 19-2-8 23-0-0 30-1.1-0_ 31-2-8- 38-0-8 45-8-8 46-0-0 6-1-0 6--0-0 2-9-8 40-8 3-9-8- 7-11-0 0-3-8 6-10-0 7-8-0 0-3-8 Scale = 1:86.8 cl` Plate Offsets (X, Y): [4:0-3-0,0-3-0], [6:0-3-0,0-2-0], [8:0-3-0,0-2-0], [10:0-5-4,0-3-4], [13:0-3-8,0-1-B], [16:0-3-12,0-2-8] Loading (psf) Spacing 2-D-0 ---CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 . TC 0.84 Vert(LL) -0.24 16-17 >999 240 MT20- 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.43 16-17 >945 180 BCLL 0.0' Rep Stress Incr YES WBthX-AS 0.89 Horz(CT) 0.08 28 n/a n/a BCDL 10.0 Code FBC2020frP12014 Weight: 303 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except` 21-5,9-14:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 11-12:2x4 SP No.1 OTHERS. 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (54-8 max.): 6-8, 10-11. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 19-21, 14-16 WEBS 1 Row at midpt 6-19, 6-17, 8-17, 4-22, 1 D-12 REACTIONS (lb/size) 2=93/D-8-0, 22=2505/0-B-0, 28=1158/0-3-8 Max Horiz 2=338 (LC 12) Max Uplift 2=325 (LC 11). 22=1757 (LC 12), 28=-609 (LC 12) Max Grav 2=211 (LC 24), 22=2781 (LC 2). 28=1360 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-213/890, 3-5=-936/1226, 5-6=326/439, 6-7=1117/650, 7-8=1117/650, 8-9=2190/1245, 9-10=2171/1042, 1(3-11=164/86, 12-24=-445/1175, 11-24=-445/1175 BOT CHORD 2-23=905/50, 22-23=-919/153, 21-22=121/34, 20-21=0/0, 19-21=0/129, 5-19=181/283, 17-19=0/296, 16-17=-559/1389, 14-16=0/142, 9-16=365/467, 14-15=0/0, 13-14=28/48, 12-13=-973/2104 WEBS 19-22=1128/999; 6-19=-1580/1150, 9) This truss design requires that a minimum of 7/16" 6-17=792/1452, 7-17=380/408, structural wood sheathing be applied directly to the top 8-17=570/413, 8-16=7.16/1308, chord and 1/2" gypsum sheetrock be applied directly to 13-16=981/2131, 10-16=-282/203, the bottom chord. 10-13=-253/329, 3-22=553/1097, 10) Graphical purlin representation does not depict the size -3-23=823/300, 4-22=1824/992, or the orientation of the purin along the top and/or 4-19=718/1454, 10-12=2201/1006, bottom chord. 11-28-1507/743 LOAD CASE(S)- Standard NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-16; VuR=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 17-4-8, Exterior(2R) 17-4-8 to 21-11-11,Interior (1) 21-11-11 to 28-7-8, Exterior(2R) 28-7-8 to 33-2-11, Interior (1) 33-2-11 to 45-6-12 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Bearing at joint(s) 28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 325 lb uplift at joint 2, 1757 lb uplift at joint 22 and 609 lb uplift at joint 28. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTilkUSA, nc. FL`.Ce t 6634' 890b Parke East Blvd. Tampa FL 83610 Date: August 2,2021 ®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 Mrrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek" prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIf quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 A10PT Piggyback Base 2 1 T24871886 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MTek Industries, Inc. Fri Jul 3012:47:11 Page: 1 I D:KMRPYKo9g29BUmHzbt4csuz5MGr-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-6-0 12-1-0 14-8-121 17-4-8 I 23-0-0 28-7-8 I 35-10-12 40-9-10 I 46-0-0 1-6-0 7-8-8 4-4-8 2-7-12 2-7-12 5-7-8 5-7-8 7-3-4 4-10-14 5-2-6 5x6= 3x6= 5x6= 6 40 41 74213 8 no o^ m d� dr w rr `r 38 C 2 �= 1 O 45 22 4x6= 6-1-0 6-1-0 Scale = 1:88.8 3x4e 54 0 5 61' 439 34 3 46to1 0 J 21 19 6x8 = 3x4 n 5x12= 15-2-0 44 6x8= 3x6= 6x8n 9 10 11 �I 7 0 0 m o c7 cV 12 O O 1747 16 48 15 14 H13H 5x8= (b to 3x8= 3x6= 3x8= 3x8= 4x8= 3x6= 31-4-4 36-10-12 30-11-0 35-2-B 37-4-0 I " 4-0-8 ' 3-9-8 5-5-12 *1-11-4 ' 1-10-42-0-0' ' '' B-4-8 0-3-8 0-6-0 0-10-0 0-5-4 -0-10-4 0-5-4 Plate Offsets (X, Y): [4:0-3-0,0-3-0], [6:0-3-0,0-2-0], [8:0-3-8"0-2-4], [33:0--3-8,0-1-8] Loading (psf) Spacing 2=0-0 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.19 16-18 >_999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.40 12-13 >999 180 BCLL OA' -Rep Stress Incr —YES WB 0.78 Horz(CT) -0.05 37 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 304 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 20-5:2x4 SP No.3, 14-12:2x4 SP-No.1 WEBS 2x4 SP No.3 *Except* 11-12:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 cc purlins (3-5-10 max.): 6-8, 9-11. BOT CHORD Rigid ceiling directly applied. Except: 5-3-0 cc bracing: 13-15 10-0-0 cc bracing: 18-20 WEBS 1 Row at midpt 6.18, 6-16. 4-21, 10-12; 9-15 REACTIONS (lb/size) 2=108/0-B-0, 21=2482/D-B-0, 37=1158/0-3-8 Max Horiz 2=403 (LC 12) Max Uplift 2=315 (LC 11), 21 =1 755 (LC 12). 37=619 (LC 12) Max Grav 2=219 (Lc 24), 21=2746 (LC 2), 37=1326 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=220/849, 3-5=940/1197, 5-6=317/404, 6-7=1093/649, 7-8=-1465/911, 8-9=1676/856, 9-10=2626/1268, 1 D-1 1 =1 75/58, 12-33=538/1212, 11-33=538/1212 BOT CHORD 2-22=-848/32, 21-22=862/96, 2(3-21=141/29, 19-20=0/0, 1B-20=0/128, 5-18=-179/278, 16-18=3/295, 15-16=389/1043, 13-15=1286/2646, 12-13=831/1559 WEBS 18-21=1042/932, 6-18=-1518/1148, 6-16=-774/1386,7-16=779/704, 7-15=-435/617, B-15=0/366, 3-21=552/1096, 3-22=-623/300,4-21=-1821/1020, 4-18=742/1450, 9-13=486/455, 10-13=-548/1338, 10-12=1737/970, 9-15=13871742, 11-37=13491673 NOTES 1) Unbalanced roofJive loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=46ft; eave=6ft; Cat. ll; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-0.710-17-4-8, Extedor(2R) 17-4-8 to 21-11-11, Interior (1) 21-11-11 to 28-7-8, Exterior(2R) 28-7-8 to 33-2-11, Interior (1) 33-2-11 to 45-6-12 zone; porch left exposed;C-C for members and forces A 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 for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-OD-00 wide will fit between the bottom Chord and any other members, with BCDL = 10.Opsf. 8) Bearing at joint(s) 37 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2, 1755 lb uplift at joint 21 and 619 lb uplift at joint 37. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 10 gypsum sheetrock be applied directly to the bottom chord. 11) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin:Velez PE No.69192 MiTefcUSA, Inc. FL:Cert $634 6904 Parke &4 Blvd..T.ampa FC M610 ;Date: August 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 51192020 BEFORE USE. ` Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSr/TF11 quality Criteria, DSB49 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply T24871887 2792357 A11PT Piggyback Base 9gy 1 1 Job Reference (optional) Builders FlrstSource (Tampa, FL), Tampa, FL- 33564, Scale = 1:81.4 Run: 8.43 S Jul 16 2021 Print 8.43M Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:14 Page: 1 I D:KwZgM9LVigubUcNM71CsfZz5M3E-RfC7PsB70Hg3 NSgPgnL8w/3ulTXbG KWrCDoi7J4zJC7f -1-6-0 7_g_g 12-1-0 14-8-12 17 4 8 } 23-0-0 28-7-8 31-_41 , 38 4-0 _46-0-0 1_g_p 7-6-8 4-4-8 2-7-12 2-7-12 5-.7---8 5-7-8 2-8-12 6-11-12 7-8-0 Sx6= 2x4a 5x6= IT - -- n 4x6= 2x4b 6x8= 3x4u 5x12= 4x12= 4x6= 14-10-8 5x12- 3x4n 6-1-0 12-1-0 12-q-0 15-2-0 19-2-8 i 23-0-0 30-11-0 31-�-8 38-4-0 46-0-0 6-1-5 6-0-0 0-4-0 0-3-8 4-0-8 _3-9-8 7-11-0 0.3_g 7-1-8 7-8-0 2-5-8 Plate Offsets (X, Y): [4:0-3-0,0-3-0], [6:0-3-0,0-2-0], [8:0.3-0,0-2-0], [10:0-4-0,0-3-0], [12:0-3-8,0-2-0], [15:0-3-8,0-2-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud . PLATES GRIP TCLL-(roof) 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.23 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.42 15-16 >964 180 BCLL 0.0' Rep Stress Incr YES WB 0.95- Horz(CT) 0.08 11 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix AS - Weight: 287 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except• 20-5,9-13:2x4 SP No.3 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except 2-0.0 cc purlins (5-2-15 max.): 6-8. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 18-20, 13-15 WEBS 1 Row at midpt 6-18, 6-16, 8-16, 4-21 REACTIONS (lb/size) 2=113/0-8-0, 11=1195/ Mechanical, 21=2484/0-8-0 Max Horiz 2=409 (LC 11) Max Uplift 2=397 (LC 12), 11=641 (LC 12). 21=1656 (LC 12) Max Grav 2=220 (LC 24), 11 =1 507 (LC 21), 21=2762 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=114/849, 3-5=683/1198, 5-6=209/398, 6-7=1171/680, 7-8=1171/680, 8-9=2282/1258, 9-11 =2677/1202 BOT CHORD 2-22=919/126, 21-22=934/240, 20-21=121/37, 19-20=0/0, 18-20=01131, 5-18=-181/229, 16-'18=19/383, 15-16=310/1388, 13-15=0/146, 9-15=-336/419, 13-14=0/0, 12-13=-4/42, 11-12=944/2323 WEBS 18-21=-1144/1065, 6-18=1572/1015, 6-16=751/1471, 7-16=380/404, 8-16=-590/378, 8-15=704/1361, 12-15=96812346, 10-15=-490/431, 10-12=-217/266,3-21=553/1095, 3-22=822/300, 4-21=1843/769, 4-18=-499/1470 NOTES 1) Unbalanced roof live loads have been considered for this design. 2). Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and-C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-0.7 to 17-4-8, Exterior(2R) 17-4-8-to 23-10-9, Interior (1) 23-10'9-to 28-7-8, Exterior(21R) 28-7-8 to 35-1-9, Interior (1) 35-1-9 to 46-0-0 zone; porch left exposed;C-C for -members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project=engineer responsible for -verifying applied roof -live load shown covers rain loading requirements speck to the -use of this truss component. 4) Provide adequate drainage -to prevent waterponding. 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=06-00 tall by 2-OD-00 widewill fit between the bottom Chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for trussto truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 lb uplift at joint 2, 641 lb uplift at joint 11 and 1656 lb uplift at joint 21. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. -Joaquin Velez PE No.68192 MiTefi USA, Inc. FL Cert 6834 liaK Parke East Blvd. Tampa FL,3X10 Data, August 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-1473 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 Mel( 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 oftrusses and truss systems, see ANSbTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Setetyinformatlon available from Truss Plate Institute, 2670 Crain Highway, fluke 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 2792357 Al2P Hip 1 1 T24871888 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:15 Page: 1 ID:o673ZVL8TzOS5myZgOj5Cnz5M3D-RfC?PsB7OHg3NSgPgrtL8w3ulTXbGKWrCDoi7J4zJC7f ;1'6'Q 6-8-3 12-1-0 18-10-0 23-0-0 27-2-0 33 4-0 39-4-5 46-0-0 1-6-0 6-8-3 5-4-13 6-9-0 4-2-0 4-2-0 6-2-0 6-0-6 6-7-11 5x6= 3x6= 5x6- 5 296 627 28 7 f0 4x6= 2A 6x8= 3x8= 5xB= 3x8= 4x8= 3x6= 4XS= , 12-1-0 121 6-8-3 15-0 18-11-12 27-0-4 36-9-14 46-0-0 6-8-3 5-4-13 0-W-0 6-6-12 8-0-8 9-9-10 9-2-2 Scale = 1:81.8 Plate Offsets (X, Y): [3:0-3-0,0-3-0], [5:0-4-0,0.2-8], [7:0-3-0,0-2-0], [8:0-- 0,0-3-0], [16_0-3-8,0-3-0] Loading (psf) Spacing 2-0.0 CSI DEFL -in (loc) I/deft Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.21 17-20 >707 240 MT20 244/190 TCDL 10.0 -Lumber DOL 1.25 BC 0.76 Vert(CT) -0.47 11-13 >869 180- BCLL 0.0' Rep Stress Incr YES WB 0.70 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 268 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 5-14, 6-14, 8-13, 4-16 REACTIONS (lb/size) 2=27310-8-0, 10=1246/ Mechanical, 16=2255/0-8-0 Max Horiz 2=441 (LC 11) Max Uplift 2=-459 (LC 12), 10=666 (LC 12), 16=1579-(LC 12) Max Grav 2=360 (LC 21), 10=1582 (LC 18). 16=2531 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 24=543/191, 4-5=826/475, 5-6=-643/516, 6-7=1324/868, 7-9=2651/1244, 9-1O=2863/131$ BOT CHORD 2-17=-633/114, 16-17=629/117, 14-16=751/806, 13-14=92/994, 11-13=676/1827, 10-11=-1045/2504 WEBS 3-17=763/256, 3-16=579/1297, 4-14=-885/1646, 5-14=-115/184, 6-14=974/594, 6-13=342/768, 7-13=-60/334,8-13=-938/643, 8-11-284/846, 9-11=-442/443, 4-16=2029/1396 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vutt=163mph (3-second gust) Vasd=126mph; TGDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Extedor(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 18-10-0, Exterior(2R) 18-10-0 to 25-4-1, Interior (1) 25-4-1 to 27-2-0; Exterior(2R) 27-2-0 to 33-4-12, Interior (1) 33-4-12 to 46-0-0 zone; porch -left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/Project engineer responsible 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer -to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 2 1579 lb uplift at joint 16 and 666 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This -item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies -of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin, Velez PE No:63182 MIT& USA, Inc. FL`.CertB634 . 6004 Parke.East Blvd. Tampa FL 33610 Date: August 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. Design valid for use only with MTrek® 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 ANS1,TPI1 Quality Criteria, DSB49 and BCS/ Building Component 6904 Parke East Blvd. Safetylrriormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2D601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871889 2792357 A13P Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 162021 MTek Industries, Inc. Fri Jul 30 12:47:16 Page: 1 ID:HJhRmrMmEHBJjwWIEjEKk z5M3C-RfC7PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC7f 1-6-Q 5-11-11 12-1-0 16-10-0 23-0-0 29-2-0 34-7-3 40-0-5 46-0-0 1-6-0 5-11-11 6-1-5 4-9-0 6-2-0 6-2-0 5-5-3 5-5-3 5-11-11 5x8= 2x4u 5x8= 5 27 2829 7 10 4x6- 2x4o 6x8- 3x8- 4x8= 3x6= 4x8= 3x6= 4X6= 4x6= 5-11-11i 12-1-0 12t5 --0 16-11-12 23-0-0 29-0-4 37-3-12 46-0-0 5-11-11 6-1-5 024-0 4-6-12 6-0-4 6-0 4 8-3-8 8-8-4 Scale = 1:81.4 Plate Offsets (X, Y):[3:0-3-0,0-3-0],(5:0-6-0,0-2-8],[7:0-6-0,0-2-8],[8:0-3-0,0-3-0],[17:0-3-8,0-3-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) -0.20 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.37 11-13 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.62 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 272 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-17, 4-15, 5-15, 5-14, 6-14. 7-14. 8-13 REACTIONS (lb/size) 2=267/0-8-0, 10=1244/ Mechanical, 17=2262/0-8-0 Max Horiz 2=397 (LC 11) Max Uplift 2=-453 (LC 12), 10=664 (LC 12), 17=1588 (LC 12) Max Grav 2=343 (LC 24), 1 0=1 581 (LC 21), 17=2510 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-4=588/814, 4-5=568/338, 5-6=1182r735, 6-7=11821735, 7-9=2675/1230, 9-10=2904/1327 BOT CHORD 2-18=600/100, 17-18=-596/104, 15-17=728/835,14-15=0/489, 13-14=333/1387,11-13=-734/1962, 10-11=1074/2549 WEBS 3-18=730/263, 3-17=632/1359, 4-17=-2093/1383,4-15=-BB3/1638, 5-15=1033/816. 5-14=757/1291. 6-14=-415/420, 7-14=-588/310, 7-13=320/901, 8-13=840/579, 8-11=234/715, 9-11=-415/415 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. ll; Exp C: Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-D-7, Interior (1) 3-0-7 to 16-10-0, Exterior(2R) 16-10-0 to 23-4-1, Interior (1) 23-4-1 to 29-2-0, Exterior(2R) 29-2-0 to 35-8-1, Interior (1) 35-8-1 to 46-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specfic 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 3-06-00 tall by 2-00-00 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 453-lb uplift at joint 2, 15BB lb uplift at joint 17 and 664 lb uplift at joint 10. 9) This truss design requires that a minimum -of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin;Velez PE 110.6811112 MIT&USA, Ir&.FL:Cert,8834 ' 6804 Parke Eest$Ivd. Tampa FL. 33610 ::Date: August 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TP11 Qualify Crlferfe, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply 2792357 A14P Hip 1 1 T24871890 =(optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 18 2021 Print 8.430 S Jul 16 2021 MTek Industries, Inc. Fri Jul 30 12:47:17 Page: 1 ID:IVFp BNO?bGAL45xoRIZHCz5M3B-RfC?PsB70Hg3NSgPgnLBw3ul7XbGKWrCDoi7J4zJC7f -1-6-0 7-6-4 12-1-0 14-10-0 19-5-111 26-6-6 31-2-0 38-3-12 46-0-0 1-6-0 7-6-4 4-4-12 2-9-0 4-7-10_ 7-0-11 4-7-10 7-1-12 7-8-4 5x6- 3x6= 5x6- 5x6= 5 6 299 30 31 7 8 46= 2x4a 6x8= 3x8= 3x8= 3x6= 3x8= 48- 2x4n 4x6= 14-11-1 sue= 6-3-12 12-1-0 12;5-0123-0-0 31-0-4 38-3-12 46-0-0 6-3-12 5-9-4 p_q-0 8-0-4 8-0-4 7-3-8 7-84 2-6-12 Scale = 1:81.2 Plate Offsets (X, Y): [3:D-3-0,0-3-4],[5:0-3-0,0.2-0),17:0-3-0,0-3-0),[8:D-3-0,0-2-0),[9:0=4 0,0-3-0] Loading (pso Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.20 11-25 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.33 13-14 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.74 0.06 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS _Horz(CT) Weight: 266 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at mfdpt 6-16, 7-14, 7-13, 9-13, 5-18 REACTIONS (lb/size) 2=204/0-8-0, 10=1221/ Mechanical, 18=2349/0-8-0 Max Horiz 2=353 (LC 11) Max Uplift 2=-420 (LC 12). 10=652 (LC 12). 18=1632 (LC 12) Max Grav 2=276 (LC 24). 10=1529 (LC 21), 18=2593 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 24=642/941, 4-5=-5D9/937, 5-6=-86/106, 6-8=1639/946, 8-10=2724/1243 BOT CHORD 2-19=678/106, 18-19=690/186, 16-18=-171/540, 14-16=75/774, 13-14=371/1362, 11-13=985/2360, 10-11=984/2366 WEBS 5-16=-629/1512, 6-16=1470/923, 6-14=-438/1018, 7-14=613/539, 7-13=161/296, 8-13=1071493, 9-13=973/638, 9-11=0/312, 3-18=555/1158, 3-19=811/297, 4-18=216/258, 5-18=2130/1128 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-16; VuB=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf, h=251L; B=45ft; L=46ft; eave=6ft; Cat. II; Exp_C; Enclosed; MWFRS (directional) and C-C Exteriog2E)=1-6-13 to 3-0-7, Interior (1) 3-0-7 to 14-10-0, Exterior(21R) 14-10-0 to 21-4-1, Interior (1) 21-4-1 to 31-2-0, Extedor(2R) 31-2-0 to 37-8-1, Interior (1) 37-8-1 to 46-0-0 zone; porch left exposed;C-C for members -and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer /Project engineer responsible for verifying applied roof live load shown covers rein loading requirements speck 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 20.0psf on the bottom chord_jn all areas where a rectangle 3-06-00 tall by 2-0040 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for -truss to truss connections. 8) Provide mechanical -connection (by others) of truss to - bearing plate capable of withstanding 420 lb uplift at joint 2, 652 lb uplift at joint 10 and 1632 lb uplift at joint 18. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has-been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ,Joaquin Velez PE No.68182 MITekUSA, 1&..FLconB634 . 69D4 Parke;Eest Blvd. Tampa FL 33810 .:Date: August 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Querrry Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SaBrylnlormeilon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 T24871891 A15 Hi P 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Scale = 1:81 Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MTek Industries, Inc. Fri Jul 3012:47:18 Page: 1 I D:IVFp_BN O?bGAL45xoRIZH Cz5M3B-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJ C?f 1-6-0 6-4-12 12-1%0 19-7-15 26-4-1 33-2-0 39-7-4 46-0-0 1-6-0 6 4-12 6-5-4 6-9-15 6-8-3 6-9-15 6-5-4 6-4-12 5x8= 2x4u 5x8= Sx6= 4 2$ 26 27 128 7 4x6- 2x4n 3x6= 4x8= 3x8= 2u4n 5x8 WE = 3x8= 2x4n 4x6= 6-4-12 12-11-12 19-7-15 26-4-1 33-0-4 39-7-4 46-0-0 6-4-12 6-7-0 6-8-3 6-8-3 6-8-3 6-7-0 6-4-12 Plate Offsets (X, Y): [3:0-3-0,0-3-4], [4:0-5-8,0-2-4], [6:04-0,0-3-0), [7:0-3-8,0-2-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl- Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC_ 0.68 Vert(LL) 0:48 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0-97 Vert(CT) -0.72 13-14 >770 180 BCLL 0.0' -Rep Stress Incr YES WB 0.83 Horz(CT) 0.25 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 252 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 6-14, 6-11 REACTIONS (lb/size) 2=193610-8-0, 9=1838/ Mechanical Max Horiz 2=309 (LC 11) Max Uplift 2=1155 (LC 12), 9=1010 (LC 12) Max-Grav 2=2264 (LC 20), 9=2168 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-4=-4221/2193, 4-5=3678/2172, -5-7=3678/2172, 7-8=3510/1958, 8-9=-4229/2221 BOT CHORD 2-17=1861/3910, 16-17=1863/3904, 14-116=1402/3214, 13-14=1750/3726, 11-13=1750/3726, 1D-11=1868/3721, 9-10=186B/3721 WEBS 3-17=0/257, 3-16=789/520, 4-16=157/629, 4-14=-491/1011, 5.14=-426/432, 6-14=136/137, 6-13=0/359, 6-11=1029/479, 7-11=-477/1171, 8-11=818/542, 8-10=0/259 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuB=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-D-7 to 12-10.0, Exterior(2R) 12-10-0 to 194-1, Interior (1) 19-4-1 to 33-2-0, Exterior(2R) 33-2-0 to 39-7-4, Interior (1) 39-74 to 46-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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.Dpsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-OD-00 wide will rit 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 1010 lb uplift -at joint 9 and 1155 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin'Velez PE 90.68182 MITekUSA, Ine FUCert.6634 . 896d;Parke East Blvd. Tampa FL 3300 Date: August 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with MTeklb connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and 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/TP/1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2792357 A-16 Hip 1 1 T24871892 Jo b Reference o tional Builders.FirstSource (rampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:19 Page: 1 ID _X1 bUlcxDcOn_vy2veypkWz4784-RfC7PsB7OHg3NSgPgnL8w3uITXbGKV*CDoi7J4zJC7f -1-6-0 5-8-4 10-10-0 16-11-0 23-0-0 29-1-0 35-2-0 40-3-12 46-0-0 1-6-0 5-8 4 5-1-12 6-1-0 6-1-0 6-1-0 6-1-0 5-1-12 5-8-4 5x6= 17 4 3x6= 5x6= 3x6= 5x6= 525 26 627 287 29 8 4x6= 2x4n 4x8= 6XB= 4x4= 4x4= -6x8= 4x8= 2x4a 4x6- 5-8-4 10-11-12 18-11-5 27-0-11 35-0-4 40-3-12 46-0-0 5-8-4 5-3-8 7-11-9 IB-1-5 7-11-9 5-3-8 5-8 4 Scale = 1:80.8 Plate Offsets (X, Y): [2:0-1-4,0-0-5],[4:0-3-0,0-2-0],[6:0-3-0,0-3-G],[8:0-3-0,0-2-0],[10:0-1-4,0-0-5] Loading (psi) Spacing 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0:61 Vert(LL) 0.50 14-15 >999 240 MT20- 2441190 TCDL- 10.0 Lumber DOL 1.25 BC 0-.76 Vert(CT) -0.71 14-15 >780 180 BCLL 0.0' Rep Stress Incr YES -WB -0A8 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 280 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied_ WEBS 1 Row at midpt 5-17. 7-12 REACTIONS (lb/size) 2=193310-8-0, 10=1836/ Mechanical Max Horiz 2=264 (LC 11) Max Uplift 2=-1154 (LC 12), 10=1009 (LC 12) Max Grav 2=2205 (LC 20). 10=2111 (LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-4212/2259, 3-4=3629/2024, 4-5=3245/1911, 5-7=4192/2434, 7-8=3238/1915, 8-9=3622/2045, 9-10=-4207/2275 BOT CHORD 2-18=1931/3890, 17-18=-1931/389D, 15-17=2005/4128, 14-15=2169/4356, 12-14=2038/4009, 11-12=191213697, 10-11=-1912/3697 WEBS 3-18=0/220, 3-17=671/466, 4-17=571/1286, 5-17=1239/679, 6-15=88/540, 6-15=284/228, 6-14=-286/218, 7-14=79/543, 7-12=-1244/676, 8-12=577/1284, 9-12=-660/471, 9-11=0/211 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=163mph (3-secondgust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-0-7, Interior (1) 3-0-7 to 10-10-0, Extedor(2R) 10-10-0 to 17-4-1, Interior (1) 17-4-1 to 35-2-0, Exterior(2R) 35-2-0 to 41-8-1, Interior (1) 41-8-1 to 45-11-4 zone;C-C for members and forces & MWFRS-for reactions shown; Lumber-DOL=1.60 plate grip DOL=1.60 3) Building -Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of -this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 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 3-0&00 tall by 2-OG-00 wide will fitIietween 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 1009 lb uplift at joint 10 and 1154 Ib.uplift at joint 2.. 9) This truss design requires that a rrrinimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JoaquiitVelez PE No.681$2 Mirk USA, Ine. FL.Cert6634 . StIDaParire EaM BIvd, Tampa FL 33610 Date: August 2,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. Design valid for use only with Mrrek® 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 ANSVTP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T24871893 2792357 A17 Half Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 Mlrek Industries, Inc. Fri Jul-30 12:47:20 Page: 1 ID: DhoBBWOOmuO tyEg8M8HopPz5M3A-RfC9PsB7OHg3N Sg PgnL8w3uITXbG KWrCD oi7J4zJC7f -1-6-0 5-8-15 8-10-0 16-2-8 23-7-0 30-11811 38-4-0 46-0-0 1-6-0 5-8-15 3-1-1 7-4-8 7-4-8 7-4-8 7-4-8 7-8 -0 5x6- 3x6= 5x6= 5x6= 3x6= 3x4- 4 21 22 5 23 6 7 —24 -8 25 9 4x6= 4x8= 6x8= 4x4= 4x4= 6x8= 44= 8-11-12 18-0-10 27-3-4 36-5-14 46-0-0 8-11-12 9-0-14 9-2-10 9-2-10 9-6-2 Scale = 1:82.6 Plate Offsets (X, Y): [4:0-4-0,0-2-8], [6:0-3-0,0-3-4], [7:0-3-0,0-3.0], [9:Edge,0-1-8], [10:Edge,0-4-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL-(roof) 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.66 13-14 -:?,837 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT)_ -0.83 13-14 -:%63 180 BCLL 0.0' Rep Stress Incr YES WB 0.99 Horz(CT) 0.19 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -AS -Weight: 272 Ib FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-16, 7-11 WEBS- 2 Rows at 1/3 pts 8-10 REACTIONS (lb/size) 2=1930/D-8-0, 10=1833/ Mechanical Max Hbriz 2=362 (LC 12) Max Uplift 2=-1138 (LC 12), 10=1021 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-3635/2148, 3-4=3423/2030, 4-5=3065/1888, 5-8=-4597/2694, 8-9=52/36, 9-10=204/228 BOT CHORD 2-16=2131/3211, 14-16=2691/4422, 13-14=2850/4808, 11-13=2474/4229, 10-11=1575/2684 WEBS 3-16=-302/348, 4-16=-607/121 1, 5-16=1657/939, 5-14=117/464, 6-14=-353/360, 6-13=-328/360, 7-13=225/572, 7-11=-1403/931, 8-11=-482/1151, 8-10=3048/1781 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 3-D-7, Interior (1) 3-0-7 to 8-10-0, Extedor(2R) 8-10-0 to 15-4-1, Interior (1) 15-4-1 to 45-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain -loading - requirements speck 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 3-06-00 tall by 2-OD-00 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 1021 lb uplift at joint 10 and 1138 lb uplift at joint 2. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Josquin.Velez PE No.6082 MIT& USA,:Ihc. FL CertA634 ' 6904 Parke EastBlvd.Tampa. FL 33610 bate_: August 2,2021 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/1912020 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 MiTek" I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quaky Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satetykr/ormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply 2792357 C1 Jack -Open T12 1 T24871894 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print- 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:20 Page: 1 I D:QFskPU36FBRwTrBmGS4xpz5Nyy-RfC?PsB70Hg3NSgPgnL8W3uITXbGKWrCDo17J4zJC?f -1-6-0 0-11-4 1-6-0 0-11-4 12 6 r ST1.5x8 STP 3 2 T o� 1 S S _ 4 3x4 - 0-11=4- Scale =1:21 Plate Offsets (X, Y): [2:Edge,0-0.4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES -GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 -7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 7 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0:00 Horz(CIT 0.00 4 n/a n/a -BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 6 lb FT = 20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 297 lb uplift at BOT CHORD 2x4 SP No.2 joint 2, 30 lb uplift at joint 4-and 13 lb uplift at joint-3. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 2=210/0-8-0, 3=131 Mechanical, 4=30/ Mechanical Max Holtz 2=106 (LC 12) Max Uplift 2=-297 (LC 12), 3=13 (LC 1), 4=30 (LC t) Max Grav 2=210 (LC 1), 3=41 (LC 12). 4=77 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=171/64 BOT CHORD 2-4=70/190 NOTES 1) Wind: ASCE 7-16; VuB=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf,, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-00-00 wide will fit between the bottom Chord and any other members. 5) Refer to girder(s) for truss to truss connections. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Wez:PE No.68182 MNUSA, Inc FL:Cert.6634 62 ,p arh Eaat Blyd. Tampa FL.33910' )ate; August 2,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE.'° Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing We[( always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSk7Pf1 Quality Crlteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 206011 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 T24671895 MID Jack -Open P 4 Job Reference o tional Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print B.430 S Jul-16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:22 Page: 1 I D:QFskPU35FBRvvTrBmGS4xpz5Nyy-RtC?PsB7OHg3NSgPgnLBw3ulTXbGKWrCDoi7J4z1C?f -1-6-0 0-11-4 1-6-0 0-11-4 12 6 j— ST1.5x8 STP 3 2 or rn o u 1 6 4 3x4 = Scale = 1:21 0-11-4 Plate Offsets (X, Y): {2:Edge,0-0-4] Loading (psf) Spacing_ 2-0-0 CSI DEFL in- (loc) Udefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 7 >999 240 NLT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.0D 7 >999 180 BCLL 0.0 -Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Weight: 6 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 2=210/0-8-0, 3=13/ Mechanical, 4=30/ Mechanical Max Horiz 2=106 (LC 12) Max Uplift 2=297 (LC 12). 3=13 (LC 1), 4=30 (LC 1) Max Grav 2=210 (LC 1), 3=41 (LC 12), 4=77 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-171/64 BOT CHORD 2-4=70/190 NOTES 1) Wind: ASCE 7-16; VuR=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Enclosed; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-OD-00 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 297 lb uplift at joint 2, 30 lb uplift at joint 4 and 13 lb uplift at joint 3. LOAD CASE(S) Standard This item teas been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68782 MIT& USA, lihm FL:Cert 0634 8%4;Parke Eas( Blyd. Tampa FL, 23 00 Date: August 2,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. ° Design valid for use only with Mrrek® 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 ANSVrP11 Quallty Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulle 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply 2792357 C3 Jack -Open 12 1 T2487189s Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, m m N LE Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MTek Industries, Inc. Fri Jul 30 12:47:22 Page: 1 ID:QFskPU36FBRvvTrBmGS4xpz5Nyy-RfC?PsB70Hg3NSgPgnLBw3ulTXbGKWrCDoi7J4zJC?f -1-6-0 1 2-11-4 1-6-0 1 2-11-4 3x4 = 12 6r 3 c� 2-11-4 ' Scats = 1:22.1 Plate Offsets (X, Y): [2:0-1-4.0-0-2] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.01—4---7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0' Rep Stress Incr YES WB O.OQ Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER 6) Provide mechanical connection (by others) of truss to TOP CHORD 2x4 SP No.2 bearing plate capable of withstanding 59 lb uplift at joint BOT CHORD 2x4 SP No.2 3 and 225 lb uplift at joint 2. BRACING LOAD CASE(S) Standard TOP CHORD Structural wood sheathing directly applied or 2-11-4 cc pudins. BOT CHORD Rigid -ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 2=234/0-6-0, 3=62/ Mechanical, 4=27/ Mechanical Max Horiz 2=169 (LC 12) Max Uplift 2=225_(LC 12), 3=59 (LC 12) Max Grav 2=234 (LC. 1). 3=69 (LC 17), 4=48 {iC 3) FORCES (Ib) - Maximum Compression/Maximum Tension - TOP CHORD 1-2=0/42, 2-3=252/77 BOT CHORD 2-4=-47/181 NOTES 1) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1) 1-5.3 to 2-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-OD-00 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. ,Joaquinvelez PE No.9a192 MTTek USA, IneFLfCert6634 6904jparke EastBdd. Tarnpa:FL,33910 'bate.: August 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1M020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrica8on, storage, delivery, erection and bracing oftrusses and truss systems, see ANSU/P/1 OuaW Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Satetylnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871897 2792357 C5 Jack -Open 12 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print 0.430 S Jul 16 2021 MTek Industries, Inc. Fri Jul 3012:47:22 Page: 1 I D:uSQBcg4kOVZmXcQNKzzITOz5Nyx-RfC7PsB7OHg3NSg Pqn L8w3ulTXbGKWrCDol7J4zJC7f -1-6-0 4-11-4 1-6-0 4-11-4 3x4 - I 4-11-4 I Scale = 1:23.9 Plate -Offsets (X, Y): [2:0.14,D-0-2) Loading (psJ- Spacing 2-0_0 CSI DEFL in (loc) Vdeft Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.06 4-7 >914 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.07 4-7 >842 180 BCLL 0.0' Rep Stress Incr YES - WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -AS Weight: 18lb FT=20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=304/0-8-0, 3=123/ Mechanical, 4=561 Mechanical Max Hodz 2=233 (LC 12) Max Uplift 2=234 (LC 12). 3=130 (LC 12) Max Grav 2=304 (LC 1), 3=133 (LC 17), 4=87 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-293/87 BOT CHORD 2-4=39/177 NOTES 1) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-OD-00 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 130 lb uplift at joint 3 and 234 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top Chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin;Velez PE 46:681i62 Mrr USA,.fnc. FL:Cert 8634 SOD4 Parke East Blvd. Tampa FL 339,10 -Date: August 2,2021 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vedfythe 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/TPH Quality Criteria, DS049 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610- Job Truss Truss Type Qty Ply 12792357 T24871898 D01 Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, 'Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:23 Page: 1 ID:KB56wzYAiu1BOEAdcNOr9z5M2z-RfC7PsB7OHg3NSgPgnL8w3ul7XbGKWrCDoi7J4zJC7f I-1-6-0 1 7-0-0 1 9-11-12 1 15-4-4 I 18-4-0 I 25-4-0 126-10-01 1-6-0 7-0-0 2-11-12 5 4-8 2-11-12 7-0-0 1-6-0 4x6= 3x4= 3x4= 4x6= 3 17 4 18 19 20 5 21 6 4x4= 8x8- 3x4= 4x4= 4x6 = 4x6- I 7-1-12 1 12-8-0 1 18-2-4 1 25-4-0 I 7-1-12 5-6-4 5-6-4 7-1-12 Scale = 1:50.7 Plate Offsets -(X,-Y): [2:0-1-8,0-0-1),[7:0-1-8,0-0-1) Loading (psf) Spacing 2-0.0 CSI DEFL in (loc) Ildefl -1Jd PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.27 10 >999 -240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.32 10-12. >950 -180 BCLL 0.0' Rep Stress Incr NO WB 0.51 Harz(CT) 011 7 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-MSH Weight: 138 lb FT = 20% LUMBER TOP CHORD 2x4 SP M 31 'Except' 3-6:2x4 SP No.1 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-9-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-9-7 oc bracing. REACTIONS (lb/size) 2=2103/0-8-0.7=2105/0-8-0 Max Horiz 2=160 (LC 6) Max Uplift 2=1344 (LC 8), 7=1344 (LC 8) Max Grav 2=2180 (LC 13), 7=2182 (LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-4211/2382, 3-4=-3776/2237, 4-5=-4469/2581, 5-6=3777/2236, 6-7=-4212/2381, 7-8=0/42 BOT CHORD 2-12=1908/3794, 10-12=2354/4430, 9-10=-2354/4387, 7-9=-1907/3701- WEBS 3-12=-625/1456, 6-9=624/1457, 4-12=1016/718,4-10=0/290,5-10=0/288, 5-9=1 DW719 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-OD-00 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 1344 lb uplift at joint 2 and 1344 lb uplift at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 275 lb up at 7-0-0, 203 lb down and 168 lb up at 9-0-12, 104 lb down and 168 lb up at 11-0-12, 184 Ib down and 168 lb up at 12-8-0, 184 lb down and 168 Ib up at 14-3-4, and 203 lb down and 168 lb up at 16-3-4, and 275 lb down and 275 lb up at 18-4-0 on top chord, and 420 lb down and 133 lb up at-7-0-0, 831b down at 9-D-12, 83 lb down at 1140-12, 83 lb down at 12-8-0, 83 lb down at 14-3-4, and 83 lb down at 16-3-4. and 420 lb down and 133 lb up at 18-3-4 on bottom chord. The designtselection of such connection device (s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balancedr Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=60, 3-6=60, 6-8-60, 2-7=20 Concentrated Loads (lb) Vert: 3=184 (F), 6=184 (F), 11=60 (F), 12=346 (F), 9=346 (F), 10=60 (F), 17=127 (F), 18=127 (F), 19=127 (F), 20=127 (F), 21 =1 27 (F), 22=60 (F), 23=60 (F), 24=60 (F) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquirtmeiez PE 146.68132 MiTek USA,.Inc.:FLiCerC:6634 ' 696d Parke East Blvd, Tampa FL.33610 'Date: August 2,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Dualffy Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sarefylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871899 2792357 D02 Hip 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Scale = 1:48.8 Run: 8.43S Jul 16 2021 Print 8.430 S Jul 16 2021 Mrrek Industries, Inc. Fri Jul 30 12:47:23 Page: 1 I D:GmdaeDyREgs8eiwO FadMM pz5M3k-RfC?PsB70Hg3NSgPgn L8w3ulTXbGKWrCDoi7J4zJC?f I-1-6-0 1 6-3-5 I 9-0-0 1 16-4-0 1 19-0-11 1 25-4-0 1 1-6-0 6-3-5 2-8-11 7-4-0 2-8-11 6-3-5 1 4x6 = 19 20 2122 4x8 = 3x8= 3x6- 3x4= STP 3x4 = 1 9-1-12 1 16-2-4 I 25-4-0 1 9-1-12 7-0-8 - 9-1-12 Plate Offsets (X, Y): [5:0-5-4,0-2-0], [7:0-0-12,Edge] - Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) VdefI Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(L'L) 0.17 8-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.35 B-13 >857 180 BCLL 0.0' Rep Stress Incr YES - WB 0.17 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 118 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-10 REACTIONS (lb/size) 2=111010-8-0, 7=101O/0-8-0 Max Horiz 2=194 (LC 11) Max Uplift 2=702 (LC 12), 7=553 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-1740/1124, 3-4=-1526/1042, 4-5=1341/989, 5-6=1535/1050, 6-7=1753/1127 BOT CHORD 2-10=-895/1513, 8-10=674/1347, . 7-8=888/1529 WEBS 3-10=-303/320, 4-10=141/430, 5-10=141/141, 5-8=163/435, 6-8=317/333 NOTES 1) Unbalanced roof live loads have been considered for this -design. 2) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=25ft; eave=oft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Extedor(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 9-0-0, Exterior(2R) 9-0-0 to 13-2-15, Interior (1) 13-2-15 to 16-4-0, Exterior(2R) 16-4-0 to 20-6-15, Interior (1) 20.6-15 to 25-4-0 zone;C- C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-00-00 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 553 lb uplift at joint 7 and 702 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies. .Joaquin Velez PE No.68182 MiTek usA,.lpc;fL Cert9634 69D4Parke East Blvd, Tampa FL 33610 .,bate: August 2,2021 ® WARNING - Veriy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with Mrrek® 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 ANSUIP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T248719oD 2792357 D03 Hip 1 1 Job Reference (optional) Builders First5ource (Tampa, FL), Tampa, FL - 33564, Run: 6.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:24 Page: 1 ID:kyByrYz3787GsVPoIBbvlz5M3j-RfC4PsB70Hg3NSgPgnL8w3uITXbGKWrCDoi7J4zJC7f •1-6-0 1 7-2-3 1 11-0-0 1 14-4-0 1 18-1-13 1 25-4-0 1-6-0 7-2-3 3-9-13 3 4-0 3-9- 33 7-2-3 4x8= 4x4= 4 21 5 3TP 7 2x4 at 3x6 - 3x4 = 3x8 = 2x4 a 3x4 - 3x4 = 7-2-3 1 11-1-12 14-2-4 18-1-13 25-4-0 7=2-3 3-11-9 3-0-8 3-11-9 7-2-3 Scale = 1:48.9 Plate Offsets (X, Y): [4:0-5.4,0 2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (IOC) Vdefl Lid PLATES= GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.16 8-15 >999 240 MT20 244/190- TCDL 10.0 Lumber DOL 1.25— BC 0.62 Vert(CT) -020 8-15 >999 180 BCLL 0.0• Rep Stress Incr YES WB 0.31 Horz(CT) 0.06 .7 —n/a -n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS -Weight: 132 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=1110/13-8-0, 7=1010/0-8-0 Max Horiz 2=231 (LC 11) Max Uplift 2702 (LC 12). 7=553 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=1761/1079, 3-4=1330/960, 4-5=-1135/897, 5-6=13341961, 6-7=1756/1088 BOT CHORD 2-12=843/1503, 10-12=843/1503, 9-10=537/1133, 8-9=835/1518, 7-8=835/1518 WEBS 3-12=0/260, 3-10=554/424, 4-10=243/413, 4-9=1191123. 5-9=260/403, 6-9=-570/443, 6-8=0/262 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 11-0-0, Exterior(2E) 11-0-0 to 14-4-0, Exterior(2R) 14-4-0 to 18-6-15, Interior (1) 18-6-15 to 25-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-OD-00 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 553 lb uplift at joint 7 and702 lb uplift at joint 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed -by Velez, Joaquin, PE using a -Digital Signature. Printed -copies of this document are not considered signed and sealed and the signature must be verified on any -electronic copies. Joaquin:ye)ez PE No.68182 MiTek USA. Inc. FlLcort 8634 6904,Parke.Ee9t Bvd. Tampa FL 33910 Date: August 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Made, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871901 2792357 D04 Common 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33554, Run: 8.43 S Jul 15 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:4726 Page: 1 I D: oa3CQtxpTXkHOYLOht67pez5M31-RtC?Ps B7OHg3NSgPgnL8w3u ITXbGKWrC Doi7J4zJ C?f -1-6-0 6-7-4 12-8-0 18-8-12 25-4-0 1-6-0 6-7-4 6-0-12 6-0-12 6-7-4 4x6 = iTP 6 3x4 - 3x6- 3x4 = 4x4= 4x4= 8-7-8 16-8-8 1 25-4-0 8-7-8 8-1-0 8-7-8 Scale = 1:49.8 Plate Offsets (X, Y): [6:0-1-4,Edge]' Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.55 -Vert(LL) 0.16 7-12 >999 240 MT20 244/190 TCDL 10.0 - Lumber DOL 1.25 BC 0.82 Vert(CT) -0.30 7-12 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.44 Horz(CT) 0.06 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 -Matrix-AS Weight: 115 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=1110/0-8-0, 6=1010/0-8-0 Max Horiz 2=261 (LC 11) Max Uplift 2=702 (LC 12). 6=553 (LC 12) Max Grav 2=1220 (LC 17). 6=1134 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=1922/1187, 3-4=1767/1160, 4-5=1775/1188, 5-6=193211214 BOT CHORD 2-9=959/1835, 7-9=-493/1167, 6-7=-956/1698 WEBS 4-7=399/835, 5-7=436/498, 4-9=378/818, 3-9=-427/490 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16, Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1)1-5-3 to 12-8-0, Exterior(2R)12-8-0 to 15-8-0, Interior (1) 15-8-0 to 25-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas when: a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 553 lb uplift at joint 6 and 702 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE 96.68182 Wait USA, Inc. FL:Cert:6634 ' 6904; Parke East Blvd, Tampa FL 33610 Date: August 2,2021 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/lP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type tyPiyT2487192792357 D05 Common Girder 1 I-Q 3 Job Reference o tional Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MITek Industries, Inc. Fri Jul 3012:47:27 Page: 1 ID:s7XjidXYxavKO4bR3fUclxz5M3_ RfC7PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC1f -1-6-0 4-8-3 8-4-2 12-8-0 16-11114 20-7-13 25-4-0 1-6-0 4-8-3 3-8-0 4-3-14 4-3-4 3-8-0 4-8-3 4x6 u 3TP 5x8 = 5x8 = 8x10 = 10x12 = Bx10 = 8x10 WB - Scale = 1:52 6-11-0 6-11-0 12-8-0 5-9-0 18-5-0 5-9-0 25-4-0 6-11-0 Plate Offsets (X, 1):[2:0-2-4,0-D-1],[8:0-2=4,0-D-1),[9:0-4-12,D-5-12),[11:0-6-0,0-6-4],[12:0-4-12,0-5-12] Loading (psf) -Spacing 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.99_ Vert(LL) 0.38 11-12 >797 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.46 11-12 >658 180 BCLL 0.0' Rep Stress Incr NO 1NB 1.00 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 505 Ib FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 11-5:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-6-5 oc bracing. WEBS 1 Row atmidpt 5-11,B-11 REACTIONS (lb/size) 2=8791/0-8-0, 8=1043710-8-0 Max Horiz 2=261 (LC 7) Max Uplift 2=5148 (LC 8), B=5B68 (LC 8) Max Grav 2=9418 (LC 13). 8=12144 (LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-20855/11188, 3-4=20744/11134, 4-5=-1494717784, 5-6=14943f7782, 6-7=21211/10507, 7-8=-21613/10607 BOTCHORD 2-12=9900/1 B768, 11-12=8646/16731, 9-11=8281/16836, 8-9=-9419/19178 WEBS 4-12=3343/5815, 3-12=1401291, 4-11=-4582/2780,5-11=-6701/13065, 6-11=4886/2281, 6-9=2714/6314, 7-9=-390/319 NOTES 1) 3-ply truss to be connected together with 10d (0.131 "xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Web connected as follows: 2x4 - 1 row at 1-0-0 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) Unbalancedroof live loads have been considered for -this design. 4) Wind: ASIDE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.20sf; BCDL=6.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Enclosed; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) 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 3-06-00 tall by 2-00-00 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 5868 lb uplift at joint 8 and 5148 lb uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400B lb down and 2360 lb up at 7-1-8, 1813 lb down and 1033 lb up at 9-0-12, 2107 lb down and 1040 lb up at 11-D-12, 2160 lb down and 1022 lb up at 13-0-12, 2163 lb down and 1022 lb up at 15-D-12, 1553 lb down and 668 lb up at 17-0-12, 1503 lb down and 656 lb up at 19-0-12, 1488 lb down and 653 lb up at 21-0-12, and 1488 lb down and 653 lb up at 23-0-12, and 1489 lb down and 652 lb up at 24-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Overhang applied to ply: 3(Back) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Ib/ft) Vert: 1-5=60, 5.8=60, 2-8=20 Concentrated Loads (1b) Vert: 12=3913 (B), 17=-1813 (B), 18=1813 (B), 19=1818 (B), 20=1818 (B), 21=1219 (B), 22=1184 (B), 23=1176 (B), 24=1176 (B), 25=1178 (B) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Ine. FL:Ce.t.6834 ' 8804 Parke East Blvd. Tampa. FL,33610 Date: August 2,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MTekO connectors. This design is based. only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quardy Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ty Ply IQ T24B71903 2792357 E3P Jack -Open 3 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564. r m N Scale = 1:21.9 REE Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:27 Page: 1 I D:ymnlRHNt7GJNrUPKIchyWz5M3J-RfC?Ps B70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f -1-6-0 1 3-0-0 1-6-0 1 3-0-0 3x4 - 12 6 [— 3-0-0 3 Plate Offsets (X, Y): [2:0-0-4,Edge] Loading (psi) Spacing 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.02 4-7 >999- 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0• Rep Stress Incr YES WB 0.00 Horz(CT) 0:00 3 n/a n/a BCDL 10.0 Code FBC20201rP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc Bracing. REACTIONS (lb/size) 2=23610-3.0, 3=64/ Mechanical, 4=281 Mechanical Max Horiz 2=171 (LC 12) Max Uplift 2=-291 (LC 12), 3=73 (LC 12), 4=47 (LC 9) Max Grav 2=236 (LC 1), 3=64 (LC 1). 4=50 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=151/108 BOT CHORD 2-4=62/114 NOTES 1) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vesd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 2-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-OD-00 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 at joint(s) 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 3, 291 lb uplift at joint 2 and 47 Ib uplift at joint 4. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin;Velez PE No.68182 MITBk USA,.Ih; :. f 1. Cert 8834 6904; Parke East Blvd. Tampa. FL 33610 Date: August 2,2021 ®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 Mlrek® 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 p 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 ANS11TP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2792357 E7 Jack -Open �52 1 T24871904 Job Reference (optional) Builders FirstSource (ramps, FL), Tampa, FL - 33564, ui v Scale = 1:27.7 IE Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021' MiTek Industries, Inc. Fri Jul 30 12:47:28 Page: 1 I D: uSQ6cg4kOVZmXcQNKzzJTOz5Nyx-RfC?PsB7OH g3NSg PgnL8w3ulTXbGK WrCDo17J4zJC9f -1-6-0 7-0-0 1-6-0 7-0-0 4x4 - 7-0-0 Plate Offsets (X, Y): [2:D-1-4,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL (root) 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.20 4-7 >411 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.23 4-7 >361 180 BCL-L 0.0' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC20201rP12014 Matrix -AS Weight: 25 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=382/0-8-0, 3=187/ Mechanical, 4=801 Mechanical Max Horiz 2=300 (LC 12) Max Uplift 2=-254 (LC 12), 3=200 (LC 12) Max Grav 2=382 (LC 1), 3=201 (LC 20), 4=123 (LC 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=341/116 BOT CHORD 2-4=-95/212 NOTES 1) Wind: ASCE 7-16; VuR=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3.06-00 tall by 2-00-00 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 200 lb uplift at joint 3 and 254 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered - signed and sealed and the signature must be verified on any electronic copies. ,Joaquin Velez PE N6.68382 MiTek USA, Inc:;FLCort8634 . 6904 Parke;EastBlvd. Tampa FL.33610 Date: August 2,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 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 Mew 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 ANSLITP/f Quality Criteria, DS949 and SCSI Building Component 6904 Parke East Blvd. SaIWInrormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 3661D Job Truss Truss Type Qty Ply T24871905 2792357 G01 Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:28 Page: 1 ID:s?XjidX-YxavK04bR3fUclxz5M3_ RfC?PsB7OHg3NSgPgnL8w3u[TXbGKWrCDoi7J4zJC?f 1 -1-6-0 1 7-0-0 1 10-5-0 1 'NO-0 20-10-0 122-4-0 1 1-6-0 7-0-0 3-5-0 3-5-0 7-0-0 1 1-6-0 1 4x4 - 4x8 = 2x4 a 4x8 = 18 19 4 20 21 5 2x4 n 3x8 =- 2x4 n US = 1 7-1-12 I 10-5-0 1 13-8-4 1 20-10-0 7-1-12 3-3-4 3-3-4- 7-1-12 4x4 - Scale = 1:43.8 Plate Offsets (X, 1): [3:0-5-4,0-2-0],[5:0-5-4,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL (root) 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.18 9 >999 240 MT2(7 244/190 TCDL 10:0 Lumber DOL 1.25 -BC 0.94 Vert(CT) -0.22 B-17 >999 180 BCLL 0.0` Rep Stress Incr NO WB 0.23 Horz(CT) 0b9 6 n/a We BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 98 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.1 'Except' 3-5:2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-4 oc bracing. REACTIONS (lb/size) 2=1737/0-B-0, 6=1737/0-8-0 Max Hortz 2=159 (LC 6) Max Uplift 2=4126 (LC 8), 6=1126 (LC 8) Max Grav 2=1802 (LC 13), 6=1802 (LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=3289/1858, 3-4=3214/1936, 4-5=-3214/1936, 5-6=-3289/1858, 6-7=0/42 BOT CHORD 2-11=1445/2959, 9-11=1448/2984, 8-9=1448/2902, 6-8=1445/2877 WEBS 3-11=93/612, 3-9=342/523, 4-9=512/550, 5-9=342/524, 5-8=93/612 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Enclosed; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-OD-00 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 1126 lb uplift -at joint 2 and 1126 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 275 lb down and 275 lb up at 7-0-0, 203 lb down and 168 lb up at 9-D-12, 195 lb down and 158 lb up at 1D-5-0, and 203 lb down and 168 lb up at 11-9-4, and 275 lb down and 275 lb up at 13-10-0 on top chord, and 420 lb down and 133 lb up at 7-0-0, 83 lb down at 9-D-12, 83 lb down at 10-5-0, and 83 lb down at 11-9-4, and 420 lb down and 133 lb up at 13-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Ib/ft) Vert: 1-3=60, 3-5=60, 5-7=60, 12-15=20 Concentrated Loads (lb) Vert: 3=184 (B), 5=184 (B), 11=-346 (B), 9=-60 (B), 4=127 (B), 8=346 (B), 18=127 (B), 21=127 (B), 22=-60 (B), 23=60 (B) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MITek'USA, Inc. FL:Cert:8934 . 69H,Parke East Blvd Tampa.FL, 33610 Date: August 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Add@lonal temporary and permanent bracing MiTek' prevent 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 ANSYTPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 T248719os G02 Hip 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:29 Page: 1 I D:oa3CQtxpTXkHOYLOht67pcz5M31-RfC4PsB7OHg3NSgPgnL8w3ulTXbG KWrCDoi7J4zJC7f 1-6-0 6 3-5 9-0-0 11-10-0 14-6-11 20-10-0 22-4-0 1-6-0 6-3-5 2-8-11 2-10-0 2-8-11 6-3-5 1-6-0 2� 4x4= 4x4= 4 20 21 5 o m v 12 6& 19r 2x L r? - 2x4 6 a 22 h C13 Ca 18 2 23 7 0 1 ' 11 10 9 . 8 ' 3x4= 4x6= 4x4= 4x4= 3x4 = 9-1-12 11-8-4 20-10-0 9-1-12 2-6-8 9-1-12 Scale = 1:47.2 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip-DOL 1.25 TC 0.48 Vert(LL) -0.19 9-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.37 9-17 >673 180 BCLL 0.0' Rep Stresslncr YES WB 0.17 Horz(CT) 0.04 7 n/a rile BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 95 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=927/0-8-0.7=927/0-8-0 Max Horiz 2=196 (LC 10) Max Uplift 2=598 (LC 12), 7=598 (LC 12) Max Grav 2=1026 (LC 17), 7=1026 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=1465/930, 3-4=1259/818, 4-5=1086/767, 5-6=1259/818, 6-7=1465/930, 7-8=0/42 BOT CHORD 2-11=640/1405, 9-11=392/1138, 7-9=675/1290 WEBS 3-11=-411/421, 4-11=229/495, 5-9=229/496, 6-9=-412/421 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Dpsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 9-0-0, Extedor(2E) 9-D-0 to 11-10-0, Exterior(2R) 11-10-0 to 16-0-15, Interior (1) 16-0-15 to 22-4-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 lb uplift at joint 2 and 598 lb uplift at joint 7. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to - the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68132 Mi r6k:USA, inr;FL Cert 8634 69b4Perke,Ead B.twd. Tampa FL, 33610 Date. August 2,2021 ®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 MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply Tzae71so7 2792357 G03 Common 3 1 Job Reference (optional) Builders FlrstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:30 Page: 1 ID:kyByrYz3787GsVPol8bvlz5M3j-RfC7PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC7f 1 -1-6-0 1 5-1-6 1 10-5-0 1 15-8-10 _ 1 20-10-0 1 22-4-0 1 1-6-0 5-1-6 5-3-16 5-3-10 5-1-6 4x6 = A 3x4= 3x6- 3x4= 3x4 = 7 3x4 = 1 7-0-2 1 13-9-15 1 _ 20-10-0 1 7-0-2 6-9=13 7-0-2 Scale = 1:44.5 Plate Offsets (X, Y): [2:0-1-4,0-0-2] Loading (psf) Spacing 2-041 CSI DEFL in (loc) 11dell Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.08 B-10 >999 240 -MT20 244/190 TCDL 10.0 LumberDOL 1.25 BC 0.49 -Vert(CT) -0.12 10-13 >999 180 BCLL 0.0' Rep Stress Incr YES WB 0.24 Horz(CT) '0-.03 6 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -AS Weight: 98 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=927/0-8-0, 6=927/0-8-0 Max Hodz 2=-221 (LC 10) Max Uplift 2-598 (LC 12), 6=598 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-1443/1080, 3-4=1275/1014, 4-5=1275/1014, 5-6=1443/1DBO, 6-7=0/42 BOT CHORD 2-10=774/1270, 8-10=370/826, 6-8=811/1260 WEBS 4-8=318/488, 5-8=337/436, 4-10=318/488, 3-10=337/436 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuh=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Enclosed; MWFRS (directional) and C-C Extedor(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 1 D-5-0, Exterior(2R) 1D-5-0 to 13-5-0, Interior (1) 13-5-0 to 22-4-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-OD-00 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 598 lb uplift at joint 2 and 598 lb uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jpaquin.Veiez PE No.68132 MIT& USA, (nc. FL Cert 6634 604; Padre East Blvd. Tampa FL 33610 Date: August 2,2021 ®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 Meek® 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 ANSYnell Quality Crit ria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871909 2792357 G04 Common 3 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16.2021 MTek Industries, Inc. Fri Jul 30 12:47:30 Page: 1 I D:oa3CQlxpTXkH OYLOhtB7pez5M31-RfC7 PsB7OHg3NSg PgnL8w3ulTXbGKWrCDoi7J4zJC7f 1-6-0 5-1-6 10-5-0 15-8-10 20-10-0 1-6-0 5-1-6 5-3-10 5-3-10 5-1-6 vi ch C3 1 3x4 = Scale = 1:44.5 4x6- 3x4= 3x6= 3x4= 7-0-2 13-9-14 20-10-0 7-0-2 6-9-13 7-0-2 3x4 - Plate Offsets (X, Y): [2:Edge,0-0-4], [6:Edge,0-0-4] Loading (psf) Spacing 2-0-0- CSI= DEFL in (loc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.08 7-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 -Vert(CT) -0.13 7-12 >999 180 BCLL O.V Rep Stress Incr YES WB 0.26 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 95 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=931/0-8-0, 6=830/0-8-0 Max Horiz 2=218 (LC 11) Max Uplift 2=-604 (LC 12), 6=-452 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=1451/1103, 3-4=1283/1036, 4-5=-1296/1065,5-6=-1467/1131 BOT CHORD 2-9=-894/1266, 7-9=-453/833, 6-7=903/1285 WEBS 4-7=-341/505, 5-7=348/451, 4-9=314/488, 3-9=337/438 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 10-5-0, Extedor(2R) 10-5-0 to 13-5-0, Interior (1) 13-5-0 to 20-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will id between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 6 and 604 lb uplift at joint 2. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top Chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Josquin'Velez PE No.68182 MiTek'USA, floc. FL` Gert 6834 ' 8904'Parke East Blvd. Tampa FL 33610 Date; August 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Me[( 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 ANSVnP11 Quality Crireda, DSB49 and SCSI Building Component 6904 Parke East Blvd. Sefetylydorrnatfon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871909 2792357 G05 Roof Special Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print 0.430 S Jul 16 2021 M7ek Industries, Inc. Fri Jul 30 12:47:31 Page: 1 ID:laeltmF6LWOb8YKOCKaDt5z5M3L-RfC7PsB7OHg3NSgPgnL8w3uITXbGKWrCDoi7J4z1C7f I -1-670 1 5-5-12 1 10-5-0 1 12-7-8 I 14-7-8 1 20-6-0 20j1Q-0 1-6-0 5-5-12 4-11-4 2-2-8 2-0-0 5-10-9 0-4-0 4x6 = 4 12 6f 2x4 21 5 2x4 u 22 7x8- cn rn m 6 3 6 -4 7 23 7x10 n 20 9 10 0 8 r7 `F= 2 12 o 1 • • • 13 2x4 n 2x4 n 7x10 = 3x4 = 3x10= 4x12 = 4x4= 4x6 1 6-7-14 1 12-9-4 1 14-9-4 1. 16-9-4 1 20-6-0 I 6-7-14- 6-1-6 2-0-0 2-0-0 3-8-13 Scale = 1:45.5 Plate Offsets (X, Y): [6:0-4-0,0-3-4], [7:0:5-12,Edge], IB:0-3-15,0-2-1] Loading (psi) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.43 9 >573 240 MT20 244/190 TCDL 10:0 Lumber DQL 1_25 BC 0.91 Vert(CT) --0.56 9 >440 180 BCLL 0.0 • Rep Stress Incr YES WB 0.37 Horz(CT) 0.35 8 n/a nta BCDL 10.0 Code FBC20201TP12014 Matrix -AS Weight: 119 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 *Except* 6-8:2x6 SP M 26 BOT CHORD 2x4 SP No.2 `Except' 12-5:2x4 SP No.3, 11-7:2x4 SP M 31, 7-9:2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=918/0-8-0, 8=819/0-8-0 Max Horiz 2=217 (LC 11) Max Uplift 2=-597 (LC 12). 8=-444 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-140911062, 3-4=1314/1115, 4-5=1613/1331, 5-7=2220/1622, 7-8=-6721511 BOT CHORD 2-13=-853/1223, 12-13=-28/102, 11-12=0/110, 5-11=30/93, 10-11=-1453/2233, 7-10=-144512230, 7-9=219/335, 8-9=297/400 WEBS 3-13=-326/444,4-13=-267/327, 11-13=-5151893,4-11=-676/948, 6.10=-33/154, 6-11=10051768 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=163mph (3-second gust) Vesd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 10-5-0, Exterior(2R) 10-5-0 to 13-5-0, Interior (1) 13-5-0 to 20-6-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06.00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 597 Ib uplift at joint 2 and 444 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin 'Velsz PE 66.6816P MiTefi USA, Ire. FL:COL6634 . 8904 Parke EesFBivd, Tampa.FL 33610 "Date: August 2,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 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 oftrusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871910 2792357 G06 Common Girder 1 .3 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:32 Page: 1 ID:OpzLVH WWAHnTnwOFVyzNmkz5M34-RfC9PsB7OHg3NSgPgnL8WJulTXbGKWrCDoi7J4zJC?f c Scale = 1:46.6 a7 0 1 -1-6-0 5-5-12 1 10-5-0 15-4-4 20-10-0 1-6-0 5-5-12 4-11-4 4-11-4 5-5-12 4x6 a 5x8 = 5x8 = 3x8 a 10x12 = 3x8 u 8xl o = 1 5-5-12 1 10-5-0 1 15-4-4 1 20-10-0 1 5-5-12 4-11-4 4-11-4 5-5-12 Plate Offsets (X, l):[2:0-4-0,0-1-15),-[6:0-4-0,0-1-15],[7:0-5-4,0-1-8),[9:0-6-0,0-6-4),[10:0-5-4,0-1-8) Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL-(roof) 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.27 9-10 >940 240 MT20 244/190 TCDL 10.0 _ Lumber DOL 1.25 BC 0.53 Vert(CT) -0.32 9-10 - >780 180 SCLL 0.0' Rep Stress Incr NO WB 0.80 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MSH Weight: 387 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP ND.3 *Except* 9-4:2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-14 cc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. WEBS 1 Row at midpt 5-9 REACTIONS (lb/size) 2=6841/0-8-0, 6=9120/0-8-0 Max Horiz 2=218 (LC 7) Max Uplift 2=4031 (LC 8), 6=51311 (LC 8) Max Grav 2=7198 (LC 13), 6=10477 (LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-16204/8859, 3-4=-12636/6775, 4-5=12654/6779, 5-6=18012/9062 BOT CHORD 2-10=7810/14569, 9-10=-7810/14569, 7-9=8009/16057, 6-7=-8009/16057 WEBS 4-9=-5772/10978,5-9=-5511/2504, 5-7=1899/4648, 3-9=-3696/2278, 3-10= 1757/3118 NOTES 1) 3-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 DO. Web connected as follows: 2x4 - 1 row at 1-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have -been considered for this design. 4) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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 3-06-00 tall by 2-00-00 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 5131 lb uplift at joint 6 and 4031 lb uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4008 lb down and 2360 lb up at 7-1-8, 1813 lb down and 1033 lb up at 8-10-12, 2106 lb down and 1021 lb up at 10-10-12, 2160 lb down and 1022 lb up at 12-10-12, 1516 lb down and 664 lb up at 14-1D-12, 1562 lb down and 676 lb up at 16-1G-12, and 1562 lb down and 678 lb up at 18-10-12, and 1489 lb down and 652 lb up at 2D-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Overhang applied to ply: 1(Front) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=60, 4-6=60, 2-6=20 Concentrated Loads (Ib) Vert: 15=3913 (F), 16=1813 (F), 17=1816 (F), 18=1818 (F), 19=1211 (F), 20=1226 (F), 21=1226 (F), 22=1178 (F) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. -Joaquin Velez PE No.68182 Mi Nit USA, inc. FL:Cert6634 . 6804 Parke East Blvd. Tampa FL 33610 bate: August 2,2021 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51IM020 BEFORE USE. Design valid for use only with Mrfek® 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/lP11 Qualify Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safefylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871911 2792357 1-15P Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 3012:47:33 Page: 1 ID:5T2iluRXp7vTRr vb Lk_Fz5M36-RfC?PsB7OHg3NSgPgnL6w3uITXbGKWrCDoi7J4zJC?f I -2-2-3 I 4-2-3 2-2-3 4-2-3 3x4 - Scale = 1:21.9 12 4.24 [— 4-2-3 Plate Offsets (X, Y): (2:0-0-9,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in- (loc)- Udefl Lid PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL -1.25 TC 0.48 Vert(LL) -0.07 4-7 >727 240 MT20 244/190 TCDL 10.0 Lumber-DOL 1.25 BC 0.46 Vert(CT) -0.07 4-7 >758 180 BCLL 0.0' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 16 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=250/0-3-14, 3=69/ Mechanical, 4=16/ Mechanical Max Horiz 2=171 (LC 22) Max Uplift 2=-443 (LC 8), 3=94 (LC 8), 4-70 (LC 5) Max Grav 2=316 (LC 13), 3=95 (LC 13), 4=47 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=-449/231 BOT CHORD 2-4=227/398 NOTES 1) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h 25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Enclosed; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 3-06-00 tall by 2-OG-00 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 94 lb uplift at joint 3, 443 lb uplift at joint 2 and 70 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 97 lb up at 1-5-0, and 129 lb down and 97 lb up at 1-5.0 on top chord, and-128 lb down and 58 lb up at 1-5.0, and 128 lb down and 58 lb up at 1-5-0 on bottom -chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Ib/ft) Vert: 1-3=60, 4-5=20 Concentrated Loads (lb) Vert: 8=61 (F=31, B=31), 9=68 (F=34, B=34) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin;velezA 96.68182 MiTek USA, Inc:fL:CeR:8634 ' 8904 Parke East Bvd. Tempe FL 3300 Date: August 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job -Truss Truss Type Qty Ply 2792357 H7 Diagonal Hip Girder 6 1 T24871912 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Scale = 1:32.1 Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul.30 12:47:33 Page: 1 ID:uSOSeg4kOVZmXcQN Kzz1TOz5Nyx-RfC7 PsB7OHg3N Sg PgnL8w3u ITXbGKWrCDoi7J4zJC7f 1 -2-2-3 I 3-1-8 I 9-10-1 1 I 2-2-3 1 3-1-8 6-8-9 2x4 u 4x4 - 4x4 - I 3 1 8 I 9-6-9 9�101-1 3-1-8 6-5-1 0-3-8 Loading (psf) Spacing 2-0-0 CSI• DEFL in (loc) Vdefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.11 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90- Vert(CT) -0.25 6-7 >469 180 BCLL 0.0' - Rep Stress Incr NO WB 0.32 Horz(CT)' 0.02 5 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-MSH Weight: 44 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3- BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. WEBS 1 Row at midpt 3-6 REACTIONS (lb/size) 2=469/0-10-15, 4=210/ Mechanical, 5=2451 Mechanical Max Horiz 2=299 (LC 8) Max Uplift 2=451 (LC 8), 4=227 (LC 8), 5=87 (LC 8) Max Grav 2=607 (LC 13), 4=210 (LC 1), 5=298 (LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=1342/433, 3-4=211/59 BOT CHORD 2-7=626/1223, 6-7=-613/1237, 5-6=0/0 WEBS 3-7=0/277, 3-6=1255/622 NOTES 1) Wind: ASCE 7-16; Vult=183mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 227 lb uplift at joint 4,451 lb uplift at joint 2 and 67 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down and 97 lb up at 1-5-0, 129 lb down and 97 lb up at 1-5-0, 125 lb down and 12 lb up at 4-2-15, 125 lb down and 12 lb up at 4-2-15, and 165 lb down and 84 lb up at 7-0-14, and 165 Ib down and 84 lb up at 7-0-14 on top chord, and 65 lb down and 58 lb up at 1-5-0, 65 lb down and 58 lb up at 1-5-0, 22 lb down at 4-2-15, 22 lb down at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the -LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (Iblft) Vert: 1-4=60, 5-8=20 Concentrated Loads (lb) Vert: 11=61 (F=31, B=31), 13=-77 (F=39, B=-39), 14=68 (F=34, B=34), 15=5 (F=2, B=2), 16=56 (F=28, B=-28) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiT&IJSA;,Inc. FL:Con 6834 88Qg Parke East B.Nd. Tampa FL 33610 "Date: August 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPH Qualify Crfterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871913 2792357 P01 Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8,43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:34 Page: 1 I D:DzKcmKbgl7XdVrTPrC4n??z5M2v-RfC?PsB70Hg3NSgPgnLBw3ulTXbGKWrCDoi7J4zJC?f T----. N of Scale = 1:27.8 1 -1-6-0 1 3-0-0 1 5-4-0 1 B-4-0_ -- 19-10-0 1 1-6-0 1 3-0-0_ 1 2-4-0 1 3-0-0 1-6-0 1-9-0 4x4 = 4x4 = 12 6-r- 3 15 4 2x4 a 2x4 u 2x4 - 2x4 = 1 3-1-12 I 5-2-4 1 8-4-0 1 3-1-12 2-0-8 1 3-1-12 Plate Offsets (X, Y): [2:0-4-0,0-0-4], [5:0-4-0,0.0-4] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d- PLATES GRIP TCLL (roof) 20.0 Plate -Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 7-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.26 BC 0.15 Vert(CT) 0.02 7-14 >999 180 BCLL 0.0' - Rep Stress Incr NO WB 0.05 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 35lb Fr = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 8-7-14 cc bracing. REACTIONS (lb/size) 2=450/0-3-0, 5=450/0-3-0 Max Horiz 2=85 (LC 6) Max Uplift 2=-578 (LC 8). 5=578 (LC 8) Max Grav 2=450 (LC 17), 5=450 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=514/619, 3-4=-431/580, 4-5=513/619, 5-6=0/42 BOT CHORD 2-8=-456/465, 7-8=-46B/469, 5-7=-458/463 WEBS 3-8=-121/121, 4-7=121/121 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu@=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Enclosed; MWFRS (directional); porch 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 speck 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 578 lb uplift at joint 2 and 578 lb uplift at joint 5. 9) Hanger(s) or other connection device(s) shall be provided sufficient to -support concentrated load(s) 192 lb down and 83 lb up at 3-0-0, and 46 lb down and 40 lb up at 4-2-0, and 192-lb down and 83 lb up at 5-4-0 on top chord, and 112 lb down and 28 lb up at 3-0-0, and 14 lb down and 14 lb up at 4-2-0, and 112 lb down and 28 lb up at 5-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-3=60, 3-4=60, 4-6=60, 9-12=-20 Concentrated Loads (lb) Vert: 3=-5 (F), 4=-5 (F), 8=-11 (F), 7=-11 (F), 15=5 (F), 16=8 (F) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin:Velez PE Nc.68182 Mi7ek usA :tnc:,FL Cert 8634 . 699b;Perke East Blvd. Tampa FL 33610 .'Oats: August 2,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �19 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTele prevent 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 oftrusses and truss systems, see ANSI/TP11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2792357 P02 Common 2 1 T24871914 Job Reference (optional) Builders FirstSource rrampa, FL), Tampa, FL - 33564, U0 � N M Run: 8.43 S Jul 16 2021 Print: 0.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:34 Page: 1 ID:ymnl RHNt7GJNrUPldchyWz5M3J-RfC7PsB70Hg3NSgPgnL8x/3ulTXbGKWrCDoi7J4z1C?f 1 -1-6-0 i 4-2-0 1 8-4-0 1 9-10-0 1 I 1-6-0 I 4-2-0 1 4-2-0 1 1-6-0 3x4 = 12 BF 4x4 = 2x4 u 3x4 - Scale = 1:27.2 4-2-0 4-2-0 8-4-0 4-2-0 Plate Offsets (X, Y): 12:0-0-8,Edge],[4:0-0.8,Edge] Loading (psf) Spacing 2-0-0 CSI -DEFL -in (loc) Udefl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.07 6-12 >999 240 MT20 244/190 TCDL 10:0 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.06 6-12 >999 180 - BCLL 0.0 ° Rep Stress Incr YES WB 0.12 Harz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 34 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD -Rigid ceiling directly applied. REACTIONS (lb/size) 2=427/0-3-0, 4=427/0-3-0 Max Horiz 2-106 (LC 10) Max Uplift 2=-508 (LC 12), 4=508 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-409/1313, 3-4=-409/1297, 4-5=0/42 BOT CHORD 2-6=-898/318, 4-6=898/318 WEBS 3-6=733/189 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-13 to 1-5-3, Interior (1) 1-5-3 to 4-2-0, Extedor(2R) 4-2-0 to 7-2-0, Interior (1) 7-2-0 to 9-10-13 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 3-06-00 tall by 2-OD-00 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others)_ of truss to bearing plate at joint(s) 2, 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 508 lb uplift at joint 2 and 508 lb uplift at joint 4. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has-been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez F,E No.68182 MiTek USA, Inm FL Cart-8634 89U8 Parke Eas! Blvd. Tampa FL 339,10 Date: August 2,2021 ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 51192020 BEFORE USE. Design valid for use only with Mrrek® 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 oftrusses and truss systems, see ANSVrP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Se"Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 213601 Tampa, FL 36610 Job Truss Truss Type Llty Ply T24871915 2792357 PB01 Piggyback 1 Job Reference o tional Builders FirstSource (rampa, FL), Tampa, FL - 33564, N v m W KE Scale = 1:24.4 Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 Mi rek Industries, Inc. Fri Jul 3012:47:35 Page: 1 ID:huMZPsPeXCWuaOFKvrol Mdz5M39-RfC7PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 0-10-13 2-8-3 1 6-8-3 9-4-6 1 10-3-3 0-10-13 2-8-3 4-0-0 2-8-3 0-10-13 2X4 = 12 3x6 6 [— - 2x4 u 3X6 - 2x4 u 9-4-6 2X4 = Plate Offsets (X, Y): [3:0-3-0.,0-2-0], [5:0-3-0,0-2-0] Loading (psf) Spacing 2=0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) rile n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 33 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD- 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=275/9-4-6, 6=275/9-4-6, 8=271/9-4-6, 9=275/9-4-6, 13=275/9-4-6 Max Horiz 2=61 (LC 11), 9=61 (LC 11) Max Uplift 2=207 (LC 12), 6=207 (LC 12), 8=153 (LC 9), 9=207 (LC 12), 13=-207 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=-307/448, 3-4=299/460, 4-5=-299/460, 5-6=307/448, 6-7=0/16 BOT CHORD 2-8=264/245, 6-8=264/245 WEBS 4-8=-163/280 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Dpsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 6-0-0 oc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-0&00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 2, 207 lb uplift at joint 6, 153 lb -uplift at joint 8, 207 lb uplift at joint 2 and 207 Ib uplift at joint 6. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) See Standard Industry Piggyback Truss Connection Detail -for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vetaz PE No.68182 MiTek 1 jSA, lne.FL Cert6634 . 6004 Parke Eadt Blvd, Tampa FL 33610 .'bate: August 2,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. Design valid for use only with Mrek® 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?p/1 quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety lydormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 PB02 Piggyback 5 1 T24B7191s Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fd Jul 30 12:47:36 Page: 1 ID:huMZPsPeXCWuaOFKvrol Mdz5M3B-RfC?PsB70Hg3NSgPgnL.8w3uITXbGKWrCDoi7J4zJC9r i 0-10-131 4-8-3 9-4-6 110-3-3 1 10-10-13 4-8-3 4-8-3 0-10-13 12 3x4 = 4x6 = 2x4 n Scale = 1:28.7 ' Loading (psf) Spacing 2-0-0 CSI DEFL TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) TCDL 10.0 Lumber DOL -1.25 BC 0.36 Vert(CT) BCLL 0.0• Rep Stress Incr YES WB 0.10 Horz(CT) BCDL 10.0 Code FBC2020/rP12014 - --Matrix-AS LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=223/9-4-6, 4=223/9-4-6. 6=374/9-4-6, 7=22319-4-6, 11=223/9-4-6 Max Horiz 2=97 (LC 10). 7=97 (LC 10) Max Uplift 2=180 (LC 12), 4=180 (LC 12). 6=158 (LC 12), 7=180 (LC 12). 11=180 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=127/237, 3-4=128/229, 4-5=0/16 BOT CHORD 2-6=79/86, 4-6=72/88 WEBS 3-6=221/341 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) D-4-3 to 3-4-3, Interior (1) 3-4-3 to 5-7-8, Extedor(2R) 5-7-8 to 8-7-8, Interior (1) 8-7-8 to 1D-10-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 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. 3x4 = in (loc) I/deft Lld- PLATES —GRIP n/a n/a 999 MT20- 244/190 n/a n/a 999 0.00 2 n/a n/a 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-D-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 2, 180 lb -uplift at joint 4, 158 lb uplift at joint 6, 180 lb uplift at joint 2 and 180 lb uplift at joint 4. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Weight: 36 lb FT = 20% This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. -Joaquin Velez PE`N6.66762 'MiT& USA, Inc. FL`Cert.6634 . 69040arke East Blvd. Tarnpa:FL 33610 dates August 2,2021 ®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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing We[( always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/1 Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safietyinfonnadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 Tz4871917 PB03 Piggyback 9 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MTek Industries, Inc. Fri Jul 30 12:47:37 Page: 1 ID:huMZPsPeXCWuaOFKvrol Mdz5M39-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4rJC?f i0-10-131 3-7-7 1 5-8-15 9-4-6 1 10-3-3 0.10-13 3-7-7 1 2-1-8 3-7-7 0-10-13 2x4 - 2x4 u 3x6 = 3x6 = 1r- 6 3 4 5 2x4 it 9-4-6 Scale-= 1:28.8 2x4 = Plate -Offsets (X, Y): [3:0.3-0,0.2-0], [5:0-3-0,0.2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL_(roof) 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 _Vert(CT)- n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 13 rile n/a BCDL 10.0 Code FBC20201rP12014 Matrix -AS Weight: 34 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT=CHORD Rigid -ceiling directly applied. REACTIONS (lb/size) 2=282/9-4-6, 6=282/9-4-6, 8=258/9-4-6, 9=28219-4-6, 13=282/9-4-6 Max Horiz 2=78 (LC 11). 9=78 (LC 11) Max Uplift 2=-224 (LC 12), 6=224 (LC 12), 8=89 (LC 9), 9=224 (LC 12), 13=-224 (LC 12) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=292/4311 3-4=292/460, 4-5=292/460, 5-6=293/430, 6-7=0/16 BOT-CHORD 2-8=215/215, 6-8=215/215 WEBS 4-8=121/173 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; S=45ft; L=24ft; eave=oft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 3-4-3, Interior (1) 3-4-3 to 4-6-12, Exterior(2E) 4-6-12 to 10-1 D-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live -load shown covers rain loading requirements speck to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord.bearing. 7) Gable studs spaced at 6-D-0 oc. 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 3-06-00 tall by 2-OD-00 wide will fit between the bottom chord and any other members. 10) Provide mechanical -connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 2, 224 lb uplift at joint 6, 89 lb uplift at joint 8, 224 lb uplift at joint 2 and 224 lb uplift at joint 6. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin:Velez PE N6.68182 MiTilk USA, jrre: FL Cert6634 ' 690b; Parke,EEM Blvd. Tampa FL.33610 August 2,2021 ®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 ANSIITP/f Quality CrHede, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saretylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 213601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2792357 PB04 Piggyback 1 T24871916 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 Mi rek Industries, Inc. Fri Jul 30 12:47:37 Page: 1 I D:rLHQH 17GaJPehasl9arRm2z5LRU-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 1-0-10-131 1-7-7 1 7-8-15 1 9-4-6 1 10-3-3 1 10-10-131 1-7-7 1 6-1-8 1 1-7-7 0-10-13 12 6r 3x6 = 2x4 it 3x6 = 3 16 4 17 5 8 2x4 - 2x4 it 2x4 - Scale = 1:26.7 I 9-4-6 I Plate Offsets (X, Y): [3:0-3-0,0-2-0], [5:0-3-0,0.2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL (root) 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) file - n/a 999 MT20- 244/190 TCDL 10.0 - Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.12- Horz(CT) 0.00 13 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -AS Weight: 32Ib FT=-20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 2=245/9-4-6, 6=245/9 4-6, 8=332/9-4-6, 9=245/9-4-6, 13=24519-4-6 Max Horiz 2=42 (LC 11), 9=42 (LC 11) Max Uplift 2=177 (LC 12), 6=177 (LC 12), 8=239 (LC 8), 9=177 (LC 12), 13=177 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/16, 2-3=302/373, 3-4=290/354, 4-5=-290/354, 5-6=302/375, 6-7=0/16 BOT CHORD 2-8=222/260, 6-8=222/260 WEBS 4-8=-248/392 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Extedor(2E) 0-4-3 to 2-6-12, Exterior(21R) 2-6-12 to 6-9-11, Interior (1) 6-9-11 to B-8-4, Extedor(2E) 8-8-4 to 10-10-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at B-0-0 oc. 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 . 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift -at joint 2, 177 lb uplift at joint 6, 239 lb uplift at joint 8, 177 Ib uplift at joint 2 and 177 lb -uplift at joint 6. 11) This truss design requires,that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin l/elaz PE Nc.68182 MiTek:USA,Ihm FL`Cert 6634 8984 Parke E iat Blvd. Tampa FL,33811t Date; August 2,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. ` Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( 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 ANSYTP/1 4uaW Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sa►etylydannadon available from Truss Plate Institute, 2670 Crain Highway, Sufe 203 Waldorf, MD 20501 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871919 2792357 Vol Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FQ, Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:38 Page: 1 ID:rLHQH 17GaJPehasl9arRm2z5LRU•RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 10-7-8 2x4 a 7 6 12 2x4n 3x4 o 2x4 a 2x4 n 10-7-8 Scale = 1:38.3 Loading (psi) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 -Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(TL)- n/a n/a 999 BCLL 0.0• Rep Stress Incr YES WB 0.15 Hodz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/rPi2014 Matrix -AS Weight: 45 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT-CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 1=75/1D-7-8, 5=128/1D-7-8, 6=347/10-7-8, 7=288/10-7-8 Max -Holz 1=329 (LC 12) Max Uplift 5=96 (LC 12). 6=263 (LC 12), 7=192 (LC 12) Max-Grav 1=99 (LC 18), 5=182 (LC 17), 6=443 (LC 17),7=351 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=479/227, 2-3=348/153, 3-4=101/43, 4-5=114/218 BOT CHORD 1-7=190/117, 6-7=13/10, 5-6=-13/10 WEBS 3-6=321/521, 2-7=247/361 NOTES 1) Wind: ASCE 7=16; Vuh=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0.8 to 3-0-8, Interior (1) 3-0-8 to 10-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuB qualified building designer as per ANSI/TPI 1. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 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 3-06-00 tall by 2-OG-00 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 5, 263 lb uplift at joint 6 and 192 lb uplift at joint 7. 9) This truss design requires that a minimum -of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin. Velez.FE No.68192 Il USA, Inc. FL Cert 6634' Itill Parke Ead Blvd, Tpmpa FL 3300 Date: August 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITF11 Quality Criteria, DSBM9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2792357 V02 Valley 1 1 T248719zo Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:38 Page: 1 ID:rLHQH17GaJPehasl9arRm2z5LRU-RfC?PsB70Hg3NSgPgnLBw3u1TXbGKWrCDoi7J4zJC?f 0-6-15 I I 8-7-8 I I I 8-0-9 0-6-15 2x4 u 2x4 a 2x4 n 2x4 u I 8-7-8 Scale = 1:32.9 Loading (pso Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip-DOL 1.25 TC 0.31 Vert(LL) Na n/a 999- -MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 • Rep Stress IDcr YES - WB 0.18 Horiz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/rP12014 -Matrix-AS Weight: 34 lb FT = 20°k LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP-No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 1=146/8-7-8, 4=107/B-7-B, 5=42618-7-8 Max Horiz 1=264 (LC 12) Max Uplift 4=83 (LC 12), 5=307 (LC 12) Max Grav 1=146 (LC 1), 4=113 (LC 17). 5=446 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=392/188, 2-3=114/47, 3-4=113/223 BOT CHORD 1-5=367/266, 4-5=0/0 WEBS 2-5=385/596 NOTES 1) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) O-D-B to 3-041, Interior (1) 3-0-8 to B-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 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 3-06-00 tall'by 2-OG-00 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 83 lb uplift at joint 4 and 307 lb uplift at joint 5. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.681$2 MITek USA, Ind. FL Cert 8834 81%4'Parke East Bivd. Tampa FL_ 33910 :,Data: August 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6119/2020 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 ANSM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 213601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 IV03 T24871921 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Scale = 1:292 Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MMek Industries, Inc. Fri Jul 30 12:47:40 Page: 1 I D:rLHQH17GaJPehasl9arRm2z5LRU-RfC7PsB70Hg3NSgPgnL8w3ulTXbGKWrCDci7J4zJC7f 0-6-15 6-7-8 6-0-9 0-6-15 2x4 u 2x4 u 2x4 o 2x4 a I 6-7-8 1 Loading (psf). Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL- 1.25 TC 0.33 Vert(LL) file n/a 999 MT20 244/190 TCDL 10.0= Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.19 Hodz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 25 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4-SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (Ib/size) 1=6216-7-8, 4=125/6-7-8. 5=332/Cr7-8 Max Horiz 1=200 (LC 12) Max Uplift 4=-96 (LC 12), 5=234 (LC 12) Max Grav 1=62 (LC 1), 4=132 (LC 17), 5=347 (LC 17)_ FORCES (lb) - Maximum Compression/Maximum- Tension TOP CHORD 1-2=-411/185, 2-3=128/57, 3-1=136/253 BOT CHORD 1-5=167186, 4-5=0/0 WEBS 2-5=-355/622 NOTES 1) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf:TCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat-ll; Exp C; Enclosed; MWFRS (directional) and C-C Extedor(2E) 0-0-B to 3-0-8, Interior (1) 3-0-8 to 6-6-4 zone;C-C for members and forces & MWFRS.for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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) Gable studs spaced at 4-0-0 oc. 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 3-06-00 tall by 2-00-00 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 96 Ib uplift at joint 4 and 234 lb uplift at joint 5. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MIT& USA, .Inr FL.Cert 6634 II 04-Parke East Btvd. Tampa FL 3.3610 Oats_: August 2,2021 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 MTeke 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 ANSM11 Quality Crherfa, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufle 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871922 2792357 VO4 Valley 1 1 ,lob Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564. 0 v N Scale = 1:25.4 Run: 8.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MITek Industries, Inc. Fri Jul 30 12:47:40 Page: 1 ID:rLHQH 17GaJPehasl9arRm2z5LRU-RfC?PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 0-6-15 4-7-8 4-0-9 0-6-15 2X4 u 2x4 n 3x4 0 I 4-7-8 I Loading (psi) Spacing 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL (roof)- 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) n/a n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.00 Hodz(TL) -0.01 3 n1a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 16 lb FT = 20% LUMBER TOP CHORD .2x4 SP No.2 BOT CHORD 2x4 SP No.2- WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except -end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 1=179/4-7-8.3=179/4-7-8 Max Horiz 1=135 (LC 12) Max Uplift 1�67 (LC 12), 3=130 (LC 12) Max Grav, 1=179 (LC 1), 3=188 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=301/299, 2-3=169/287 BOT CHORD 1-3=5321373 NOTES 1) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Extedor(2E) 0-0-8 to 3-0-8, Interior (1) 3-0-8 to 4-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 SO plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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) Gable studs spaced at 4-0-0 oc. 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 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 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 130 lb uplift at joint 3 and 67 lb uplift at joint 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the -bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MiTek USA, Ire: FLiCert 6634 8904 Parke.Eest Blvd. Tampa FL 33610 Data. August 2,2021 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with Mrek® 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 WeW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 T24871923 V05 Valle y 1 Job Reference o tional Builders FirstSource (Tampa, FL), Tampa, FL- 33564, C. 6 Scale = 1:19.2 Run: 8.43 S Jul 15 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:40 Page: 1 I D: rLH DH 17GaJPehasl9arRm2z5LRU-RfC7 PsB70Hg3N SgPgnL8w3ulTXbGKWrCDoi7J4zJC7f 2-7-a I 2x4 u 2 s1r O v 3 2x4 a 2-7-8 2x4 u Loading (psf) Spacing 2-0-0 CSI -DEL in (loc) Udefl Lid PLATES GRIP TCLL (roof) 20.0 Plete GripDOL 1.25 TC 0.08 Vert(LL) n/a - n/a- 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) file - n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.00 Hodz(TL) 0.00 -3 n/a n/a BCDL 10.0 Code FBC2020aP12014 Matrix -MP Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc.pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=99/2-7-8, 3=99/2-7-8 Max Horiz 1=71 (LC 12) Max Uplift 1=39 (LC 12). 3=70 (LC 12) Max Grav 1=99 (LC 1), 3=104 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=138/127, 2-3=83/135 BOT CHORD 1=3=241/169 NOTES 1) Wind: ASCE 7-16; VuB=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; 11=251t; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactionsrshown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane ofthe truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details asapplicable, or consult qualified building designer as per ANSUTPI 1. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 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 3-06-00 tall by 2-00-00 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 70 lb uplift at joint 3 and 39 lb uplift at joint 1. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 Wilk USA, Ina. FL Cert.6634 . 690b Parke East Blvd. Tampa FL 3300 ..Data: August 2,2021 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 Mrek® 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 oftrusses and truss systems, see ANSI?P/f Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871924 2792357 V06 Valley 1 1 Job Reference (optional) Builders FirstSource (rampa, FL), Tampa, FL - 33554, m N Scale = 1:32.5 Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MITek Industries, Inc. Fri Jul 30 12:47:41 Page: 1 ID:rLHQH 17GaJPehasl9arRm2z5LRU-RfC7PsB70Hg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCTf 0-6-15 I I 8-4-8 I 7-9-9 0-6-15 2x4 u 2x4 s 2x4 it 2x4 u Loading (psf) Spacing 2-D-0 CSI DEFL in. (loc) Well Ud PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a We 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL)- n/a n/a 999 BCLL 0.0' Rep Stress Incr YES WB 0.18 Horiz(TL) 0-.00 4 n/a n/a BCDL- 10.0 Code FBC2020frP12014 Matrix -AS Weight: 33 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied: REACTIONS (lb/size) 1=136/8-4-8, 4=110/8-4-8, 5=411 /8-4-8 Max Hodz 1=256 (LC 12) Max Uplift -4=86 (LC 12). 5=296 (LC 12) Max Grav 1=136 (LC 1), 4=117 (LC 17), .5=431(LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=392/186, 2-3=116/49, 3-4=117/227 BOT CHORD 1-5=349/248, 4-5=0/0 WEBS 2-5=-377/592 NOTES 1) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft;1-24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-8 to 3-0-8, Interior (1) 3-0-8 to 8-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 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 3-06410 tall by 2-00-00 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 86 lb uplift at joint 4 and 296 lb uplift at joint 5. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.88182 MITT& USA, Ine:.FL`.Cert6834 8904Farke EaM Btvd. Tampa FL MID Date: August 2,2021 ® 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 Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety IMormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24871925 2792357 V07 Valley Job Reference (optional) Builders FlrstSource (Tampa, FL), Tampa, FL - 33564, m N Scale = 1:26.8 C O O 3X6 -- Run: 0.43 S Jul 16 2021 Print 8.430 S Jul 16 2021 MTek Industries, Inc. Fri Jul 30 12:47:42 Page: 1 I D: rLHQH 17GaJPehas I9arRm2z5LRU-RtC?PsB7OH q3 NSgPgn L8w3ulTXbG KWrCDoi7J4zJC?f 6-4-8 2x4 n 2X4 it Loading (psf) Spae'ng 2-0-0 CSI DEFL in (loc) Vdefl Lid PLATES GRIP— TCLL (roof) 20.Q Plate Grip DOL 1.25 TC- 0.79 Vert(LL) n/a file 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) n/a - n/a 999 BCLL 0-Q' Rep Stress Iner YES WB 0.00 Horiz(TL) 0.02 3 file file BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 23 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 1=249/6-4-8, 3=249/6-4-8 Max Hodz 1=192-(LC 12) Max Uplift 1=91.(LC 12). 3=183 (LC 12) Max Grav 1=249 (LC 1), 3=262 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-443/395, 2-3=234/392 BOT CHORD 1-3=-669/531 NOTES 1) Wind: ASCE 7-16; VuK=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) O-D-8 to 3-0-8, Interior (1) 3-0-B to 6-3-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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) Gable studs spaced at 4-0-0 oc. 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 3-06-00 tall by 2-OD-00 wide will fd between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 3 and 91 lb uplift at joint 1. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. .Joaquin Velez PE No.68182 MTT& USA, In&.FL?:ert 6634 . 8904Parke Eest Blvd. Tampa FL 33010' Date: August 2,2021 ®WARNING -Verily 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 MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/r Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetylnfonnadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 11 1 T24871926 2792357 V08 Valley 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL - 33564, Scale=1:22.6 Run: 8.43 S Jul 16 2021 Print: 8.430 S Jul 16 2021 MiTek Industries, Inc. Fri Jul 30 12:47:43 Page: 1 ID:rLHQH17GaJPehasl9arRm2z5LRU-RfC7PsB70Hg3NSgPgnL6w3ulTXbGKWrCDoi7J4zJC7f i 4-4-8 I 2x4 n 2x4 u I 4-4-8 I o0 N N Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(TL) n/a n/a 999 BCLL 0.0' Rep_SVess Incr YES WB 0.00 -Hodz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 15 Ib FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size) 1 =1 69/4-4-8. 3r1 69/4-4-8 Max Horiz 1=127 (LC 12)- -Max Uplift 1=64 (LC 12), 3=123 (LC 12) Max Grav 1=169 (LC 1), 3=178 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=281/280, 2-3=158/268 BOT CHORD 1-3=4961348 NOTES 1) Wind: ASCE 7-16; Vuh=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=B.Opsf; h=25ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) 0-0-8 to 3-0-8, Interior (1) 3-0-8 to 4-3-4 zone;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate -grip DOL=1.60 2) Truss designed for wind loads in the plane of the -truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designeras per ANS11TPI 1. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown -covers rain loading requirements speck to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 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 3-06-00 tall by 2-OD-00 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 123 lb uplift at joint 3 and 64 lb uplift at joint 1. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be -applied directly to the bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. .Joaquim Velez PE 96.63182 MiTek IJSA,,Inc. FL:Cett 6634 'P40arke Enst Blvd. Tampa FL.33610 .'Date: August 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 51192020 BEFORE USE. Design valid for use only with Mrek® 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 ANSfITP/f Quality Criteria, DS049 and BCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 12792357 T-24871927 V09 Valley 1 1 Job Reference (optional) Builders FirstSource (Tampa, FL), Tampa, FL- 33564, Scale = 1:17 Run: 8.43 S Jul 16 2021 Print 8:430 S Jul 16 202T MITek Industries, Inc. Fd Jul 30-12:47:43 Page: 1 I D:rLHQH 17GaJ Pehasi9arRm2z5LRU-RfC7PsB70H g3NSg Pqn LBw3ulTXbGKWrCOoi7J4zJC7f I 2-4-8 I 12 2 6 r m N 2x4 2-4-8- Loading (psf) Spacing 2-0.0 CSI DEfL in (loc) Vdefl Ud- "PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 Tc -0.07 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0' Rep Stress-lncr YES WB 0.00 Horiz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP-No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=95/2-4-8, 2=55/2-4-8. 3=40/2-4-8 Max Horiz 1=67 (LC 12) Max Uplift 1=37 (LC 12). 2=51 (LC 12), 3=16 (LC 12) Max Grav 1=95 (LC 1), 2=58 (LC 17), 3=41 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=130/118 BOT CHORD 1-3=225/158 NOTES 1) Wind: ASCE 7-16; Vult=163mph (3-second gust) Vasd=126mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 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) Gable studs spaced at 4-0-0 oc. 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 3-06-00 tall by 2-OD-00 wide will rd between the bottom chord and any other members. 8) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 3, 37 lb uplift at joint 1 and 51 lb uplift at joint 2. LOAD CASE(S) Standard This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic. copies. -Joaquin Velez PE No.68182 MIT& USA, Inc.. FLfCert 8B34 .6904 Parke East Blvd. Tampa FL,33610 bate: August 2,2021 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. ° Design valid for use ony with Mirek® 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' Ialways required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLrTPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saretyinformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2D601 Tampa, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. 1 6-4-8 dimensions shown In ft-In-sixteenths (Drawings not to scale) 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See SCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must he designed by an engineer. For �'y16�r c1-2 c2-3 wide truss spacing, individual lateral braces themselves bracing, or alternative Tor I 4 may require WEBS C� q°� �� t X bracing should be considered. 3. Never exceed the design loading shown and never U°' 2 stack materials on inadequately braced trusses. EL cT U 4. Provide copies of this truss design to the building 00 a0 designer, erection supervisor, property owner and For 4 x 2 orientation, locate cs-s F c�-a CHORDS BOTTOM CHORDS all other interested parties. plates 0- 11e' from outside 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This Symbol in iggtes the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction 'of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSII TPI 1. "on details available in MiTek 20I20 ti Plate locati CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software upon request 9. Unless expressly noted, this design is not applicable for PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. PLATE SIZE ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-131 i, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel t0 slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss Unless Otherwise Shown. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by Others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but reaction section indicates joint © 2012 MiTek® All Rights Reserved 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 18. Use of green ortreated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards' Nil 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design P n Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, 21.The design does not take into account any dynamic Installing & Bracing of Metal Rlate or other loads other than those expressly stated. Connected Wood Trusses. MiTek Engineering Reference Sheet Mll-7473 rev. 5/19/2020