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Home My WebLink AboutTruss258 Southhall Lane, Suite 200 fiF; D 8 Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com .i; Website: www.fdseng.com ENGINEERING ASSOCIATES July 20, 2021 Building Department Ref: Adams homes Lot: Lot 182 Blk. Ph 3 Subdivision: Fort Pierce - Waterstone Address: 5326 Vespera St. Model: 1820 C RHG KA # 21-8344 Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Builders First Source 7/6/21 2814504 160 C Joaquin Velez To whom it may concern, RECEIVED AUG 0 3 2071 Permitting Department St. Lucie Countv We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 7/20/2021 7/20/2021 Carl A. Brown, P.E. Scott Lewkowski, P.E. FL. # 56126 FL. #78750 FDS Engineering Associates, A TSG Company "Your Building Code Experts" eq'►11 I M 17111 ' P � S LO To A J�5•C•E/VS'• A No 87 64 • N � -0 0'• T E OF '44/ Luis Pabl Torres, P.E. FL. # 87 4 1 IIIIIIIIIIIII, IIIIIIIIIIII, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE. 2814504 - 1820 C BLK MiTek USA, Inc. Site Information: 6904 Parke East Blvd. T' pa, FL 33610-4115 Customer Info: Adams Homes Port St Lucie Project Name: 1820 C Model: 1820 Lot/Block: 182 Subdivision: WATERSTONE-5326 Vespera St Address: 5326 Vespera St, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions):'. Design Code: FBC2020/TP1201.4 Design: Program: MiTek 20/20 8.4 Wind Code: ASCE.7-16 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 24 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the. Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T24589197 A01 7/6/21 23 T24589219 E7VP 7/6/21 2 T24589198 ' A02 7./6/21 24 T24589220 H7V 7/6/21 3' T24589199 A03 7/6/21 4 T24589200 A04 7/6/21 5 T24589201 A05 7/6/21 6 T24589202 A06 7/6/21 7 T24589203 A07 7/6/21 8 T24589204 A08 7/6/21 9. T24589205 A09 7/6/21 10 T24589206 Al 0. 7/6/21 11 T24589207 A11 7/6/21 12 T24589208 A24 7/6/21 13 T24589209 B01 7/6/21 14 T24589210 B01 A 7/6/21 15 T24589211 B01 B 7/6/21 16 T24589212 B06 7/6/21 17 T24589213 C 1 V 7/6/21 18 T24589214 C3V 7/6/21 19 T24589215 C5V 7/6/21 20 T24589216 D01 7/6/21 21 T24589217 D02A 7/6/21 22 T24589218 E7V 7/6/21 The truss drawing(s) referenced above have been prepared by MiTek USA,. Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). ,_,Truss Design Engineer's Name: 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. RECEIVED AW 0 3 7n71 Permitting Department St. Lucie County %I11111Ifoil Q I N • �F ��i .`� .• AGE _ '•• No 6 2 — \� July 6,2021 Velez, Joaquin 1 of 1 Job Truss Truss Type , Qty Ply 1820 C BLK T24589197 2814504 A01 SPECIAL 8 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:36:37 2021 Page 1 ID:193QGW BBpX3j RI87zeOm7kz5?ad-zePjUeR_wHH03KMOW 4NNyutjixeR26t52h5mEtz_oTe ri-4-Q 6-3-0 11-11-12 19-10-0 27-8-4 33-5-0 39-8-0 Al-O-Q 1-4.0 6.3-0 5-8-12 7-10-4 7-10.4 5.8-12 fi-3-0 1-4.0 5x6 = 6.00 12 Scale=1:72.2 ST1.5x8 STP= ST1.5x8 STP= 5x12 3.00 F12 8.8-0 17-6-8 22-1-8 31-0-0 39-8.0 8-8-0 8-10-8 4.6-15 8-10-8 fi-fi•0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP M 31 'Except- 1-4,6-9: 2x4 SP No.2 BOT CHORD 2x6 SP M 26 *Except* 13-14,10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=433(LC 9) Max Uplift 2=-81O(LC 10), 8=-81O(LC 10) Max Grav 2=1782(LC 15), 8=1782(LC 16) CSI. DEFL. in (]cc) I/dell Ud TC 0.96 Vert(LL) 0.4910-11 >960 240 BC 0.75 Vert(CT) -0.8310-11 >561 180 WB 0.71 Horz(CT) 0.48 8 n/a n/a Matrix-SH PLATES GRIP MT20 244/190 Weight: 230 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied orb-1-9 oc bracing. WEBS 1 Row at midpt 6-11, 4-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5794/2627, 3-4=-5560/2469, 4-5=-2715/1481, 5-6=-2676/1481, 6-7— 5238/2469, 7-8= 5483/2628 BOT CHORD 2-14=-2202/5538, 12-14— 1441/3786, 11-12=-649/2204, 10-11=-1441/3291, 8-10= 2202/4922 WEBS 5-11=-425/1139, 6-11=-1436/820, 6-10= 68212000, 7-10=-188/281, 5-12=-425/1190, 4-12=-1522/820, 4-14=-682/2184, 3-14=-173/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=810, 8=810. Joaquin Velez PE N9.66162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 ANSVTPI/ 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 1820 C BUK t T24589198 2814504 A02 . SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2.2021 MITek Industries, Inc. Tue Jul 6 11:36:48 2021 Page 1 ID:193QG W BBpX3jR187zeom7kz5?ad-91ZtoOZuKfgSu1 iBgu4yuCrcxMNJ75fjauFs6kz_oTT r1-4-q 6-3-0 11-11-12 19-0-0 �0-B-0 27-8-4 33-5-0 39-8-0 _Al -O-Q 1 4 0 6-3-0 5-8-12 7-0-4 1-8-0 7-0.4 5-8-12 6-3.0 5x6 = 6.00 12 5x6 — ST1.5x8 STP = 3x4 = ST1.5x8 STP = 6x8 ZZ 3.00 12 6x8 15-7-7 4-2-9 Scale=1:75.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CS1. TC 0.90 BC 0.86 WB 0.70 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) 0.53 12 >890 240 Vert(CT)-0.80.11-12 >584 180 Horz(CT) 0.54 9 n/a n/a PLATES, GRIP MT20 244/190 Weight: 218 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 . BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0; 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-81 O(LC 10), 9=-81 O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 4678/2623, 3-4=-4460/2503, 4-5=-2621/1685, 5-6=-186611397, 6-7=-2621/1685, 7-8=-4460/2503, 8-9=-4678/2623 BOT CHORD 2-16=-2192/4471, 15-16=-1473/3093, 13-15=-740/1864, 12-13=-740/1862, 11-12=-1473/2962,9-11=-2192/4181 WEBS 4-16=-695/1675, 4-15=-1162/756, 5-15= 535/1071, 5-13=-261/320, 6-13=-261/320, 6-12=-535/1010, 7-12=-1086/756, 7-11=-695/1545 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-470 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C=C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide All fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=810, 9=810. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 C BLK T24589199 2814504 A03 SPECIAL 2 1 Job Reference (optional) Builders FlrstSource (plant tarty, FL), viant uny, FL - sabti/, UAJU 5 JUn Z ZUZ I IVII I eK IUU=110b, u IU. I UV JUI O 1 !-- GUG 1 rayo 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-58heD4bBsGw97KrWnl6Q_dw wA2SbyQ?2CkyBdz_oTR r1-4-q 6-3.0 11-11-12 17-0-0 22-8-0 27-8-5 33-5-0 39.8-0 Al-0-Q 1-4-0 6-3-0 5-8-12 5-0-5 5-8-0 5-0-4 5-8-12 6-3-0 1-4-0 6.00 F12 5x6 — 5x8 = ST1.5x8 STP = ST1.5x8 STP = 5x8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 3.00 12 5-8-0 Sx8 ZZ Scale =1:75.1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.53 11-12 >891 240 MT20 244/190 Lumber DOL 1.25 BC 0.88 Vert(CT)-0.7911-12 >590 180 Rep Stress Incr YES WB 0.94 Horz(CT) 0.49 9 n/a n/a Code FBC2020/TPI2014 Matrix-SH Weight: 235lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max Uplift 2= 81 O(LC 10), 9=-81O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4846/2901, 3-4=-4578/2723, 4-5=-2453/1692, 5-6=-2150/1604, 6-7=-2451/1691, 7-8=-4578/2723, 8-9= 4846/2901 BOT CHORD 2-15=-2453/4599, 14-15=-1599/3074, 12-14=-998/2148, 11-12=-1599/2984, 9-11= 2453/4352 WEBS 3-15=-261/317, 4-15=-775/1762, 4-14=-1183/761, 5-14=-394/792, 6-12=-394/816, 7-12— 1111/761, 7-11=-775/1647, 8-11=-275/317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ;,This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) �=810, 9=810. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11TP11 Quality Criteria, OSB-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 1820 C ELK T24589200 2814504 A04 SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 6.43U s dun z zuzi mi I eK mcusmes, Inc. i ue dui b l l :Ub:o4 eue i rage I ID:193QG W BBpX3j RI87zeOm7kz57ad-zvw92SefwVQbcy9HO8BM8T5gYnRXXrxbygiAKOz_oTN ri-4•q 5-11-1 9-6-9 15-0-0 19-10-0 , 24-8.0 30-1-7 33-8-15 39-8.0 Al-0-Q 1-4-0 5-11-1 3-7-9 5-5-7 4-10-0 4-10-0 W. 3-7-9 5-11-1 1-4-0 6.00 F12 54 = 3x4 = 5x6 — 19 6 20 7 ST1.5x8 STP = ST1.5xB STP = 5x12 3.00 12 5x12 Scale = 1:75.1 8-8.0 15-0-0 24-8-0 31-0.0 _ 39-8-0 B-8-0 6-4-0 9-8-0 6-4-0 - 8-8-0 Plate Offsets (X,Y)-- [2:0-0-3,1-11-7], [2:0-3-7,Edge], [4:0-3-0,0-3-0], [5:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-0-3,1 - 11 -7], [10:0-3-7,Edge], [12:0-3-8,0-5-0], [16:0-3-8,0-5-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.48 13-15 >975 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.84 13-15 >560 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.48 10 n/a n/a BCDL 10.0 Code FBC2020ffP12014 Matrix-SH Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x6 SP M 26 -Except' BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. 14-16,12-14: 2x6 SP No.2 WEBS 1 Row at midpt 4-15, 8-13 WEBS 2x4SPNo.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=335(LC 9) Max Uplift 2= 81 O(LC 10), 10=-81 O(LC 10) Max Grav 2=1791(LC 15), 10=1791(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5703/2964, 3-4=-5526/2858, 4-5=-3211/1882, 5-6=-2872/1788, 6-7=-2776/1788, 7-8=-3105/1882, 8-9=-5278/2858, 9-10=-5465/2964 BOT CHORD 2-16=-2507/5375, 15-16=-2095/4637, 13-15— 1368/2990, 12-13=-2095/4197, 10-12=-2507/4901 WEBS 4-16=-587/1599, 4-15=-18571965, 5-15=-495/1140, 7-13=-495/1148, 8-13=-1751/965, 8-12=-587/1485, 6-15=-332/201, 6-13=-332/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Extedor(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Duilding Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf. bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MiTek USA, Inc. FL Cart 6634 2=810, 10=810. 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 ANS11iPI1 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 C lty Ply 1820 C BLK T24589201 2814504 A05 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 Mi I ek Industries, Inc. I ue Jul 6 11:36:bb 2D21 rage 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-S6UXGnfHhpYSD5kUasibhhdgHBk9GFVkBUSjsgz_oTM r1-4-Q 6-8-0 13-0-0 19-10.0 26-8-0 33-0-0 39-8.0 At-0-0 1-4-0 6-8-0 6-4-0 6-10-0' 6-10-0 6-4-0 6-8.0 1-4-0 5x6 = 6.00 12 4 17 3x4 = 5x6 — 5 19 206 ST1.5x8 STP= ST1.5xB STP= 6x8 % 3.00 12 6x8 Scale = 1:75.1 8-8-0 15-7-5 24-0-11 31-0-0 39-8-0 8-8-0 6-11-5 8-5-6 6-11-5 8-8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [3:0-3-0,0-3-0], [4:0-3-4,0-2-0], [6:0-3-4,0-2-0], [7:0-3-0,0-3-0], [8:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.55 11-13 >845 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.89 11-13 >526 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 190 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-14,8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0; 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-81O(LC 10), 8=-81 O(LC 10) Max Grav 2=1533(LC 1), 8=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4722/2949, 3-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 6-7=-4466/2806, 7-8=-4722/2949 BOT CHORD 2-14=-2492/4340, 13-14=-1444/2714, 11-13=-1702/3110, 10-11— 1444/2714, 8-10=-2492/4222 WEBS 3-14=-282/338, 4-14=-985/1859, 4-13=-142/522, 5-13=-394/275, 5-11=-394/275, 6-11=-142/522, 6-10=-985/1749, 7-10=-292/338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4,O to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Extedor(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Extedor(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) guilding Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MiTek USA, Inc. FL Cert6634 2=810,8=810. 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 © WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required 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 ANSVfP11 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 1820 C BLK T24589202 2814504 A06 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:36:58 2021 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5lad-shAfuphAzkxl4ZT3F_FI IJ FKrOnkTfkBtSgNT9z_oTJ r1-4-q 5-11-1 11-0-0 17-0-0 22-8-0 28-8-0 33-8-15 39-8-0 {i1-0-Q 1-4-0 5-11-1 5-0-15 6-0.0 5-8-0 6-0-0 5-0-15 5-11-1 1-4-0 5x6 =2x4 II 5x6 = 5x6 = 20 ST1.5x8 STP= ST1.5x8 STP= 6x8 % 3.00 F12 6x8 Scale = 1:73.6 8-8-0 16-10-11 22-9-5 31-0-0 39-8-0 8-6-0 B-2-11 5.10-11 8-2-11 8.8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [4:0-3-8,0-2-4], [6:0-3-0,0-3-0], [7:0-3-8,0-2-4], [9:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.68.12-14 >689 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.97 12-14 >481 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 209lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except BOT CHORD Rigid ceiling directly applied or 3-11-8 oc bracing. 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-81O(LC 10), 9=-81 O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 4676/2926, 3-4=-4455/2724, 4-5— 3991/2570, 5-6=-3991/2571, 6-7= 3994/2572, 7-8=4455/2724, 8-9=-4675/2926 BOT CHORD 2-15=-2472/4227, 14-15=-1709/3153, 12-14=-2149/4007, 11-12=-1710/3155, 9-11=-2472/4178 WEBS 3-15=-214/309, 4-15=-702/1462, 4-14=-493/1086, 5-14=-319/298, 6-12=-376/300, 7-12=-493/1086, 7-11=-699/1408, 8-11=-227/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(219) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-876, Extedor(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific tp the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Aearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE No.68182 2=810, 9=810. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only, upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1B20 C BLK T24589203 2814504 A07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:36:59 2021 Page 1 I D:193QG W BBpX3j RI87zeOm7kz57ad-Ktk269iokl3uij 1 FphmXrXoX5oDbC6W K66Qx?bz_oTl r1.4-q 4-6-5 9-0.0 15-10-8 23-9-8 30-8.0 35-1-11 39-8.0 Ai-O-Q 1-4-0 4-6-5 4-5-11 6-10-8 7-10-15 6-10-8 4-5-11 4-6-5 1-4-0 5x6 = 6.00 12 2223 3x4 = 5x8 = 5x6 = 2425 26 7 ST1.5x8STP= 2x4 II 3x4= 2x4 II ST1.5x8STP= 4x6 3.00 12 4x6 ZZ Scale=1:73.6 4-6-5 8-8.0 12-B-0 12- -14 1;1%0 26-0-0 31-0-0 35-1-11 39.8-0 4-6-5 4-1.11 4.0-0 0. -14 7-1-2 6-2-0 5-0.0 4-1-11 4-6-5 Plate Offsets (X,`/)-- [2:0-3-14,Edae1, [4:0-3-0,0-2-01, [6:0-4-0,0-3-01, [7:0-3-0,0-2-01, [9:0-3-14,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21.15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >943 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 191 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 15-16,13-15. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-212(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-312(LC 10), 9=-326(LC 10), 16=-675(LC 10), 13=-703(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=461(LC 15), 9=538(LC 16), 16=1106(LC 19), 13=1162(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/450, 3-4=-338/147, 4-5=-287/644, 5-6=-74/688, 6-7=-307/675, 7-8=-470/228, 8-9=-1055/524 BOT CHORD 2-18=-251/931, 17-18=-257/935, i6-17=-28/292, 15-16= 301/136, 13-15=-391/248, 12-13=0/331, 11-12=-323/894, 9-1.1= 317/890 WEBS 3-17=-553/413, 4-17=-39/401, 4-16=-951/598, 5-16=-787/686, 5-15=-513/208, 6-15=-487/295, 7-12=-58/372, 8-12=-542/404, 6-13=-766/671, 7-13=-961/665 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Extedor(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(2R) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) puilding Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf. bottom chord live load nonconcurrent With any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 2, 326 lb uplift at joint 9, 675 lb uplift at joint 16 and 703 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review.loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on Daae 2 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verity designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not '' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 C BLK T24589203 2814504 A07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567,. 6.43U 9 Jun z zuzi MI I eK Inaustnes, Inc. I ue JUI b I1:0b:OU ZUZI rage Z ID:193QGWBBpX31R187zeOm7kz5lad-Ktk269iok13uijl FphmXrXoX5oDbC6WK66Qx?bz_oTl LOAD CASE(S) Standard Except: 1) Dpad + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7- 54, 7-10=-54, 2-17= 20, 12-17=-20, 9-12=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-19=59, 19-20=47, 4-20=70, 4-22=70, 22-25=47, 7-25=70, 7-27=70, 27-28=47, 9-28=59, 9-10=105, 2-17- 10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 , Horz: 1-2=-113, 2-19=-67, 19-20=-56, 4-20=-78, 7-27=78, 27-28=56, 9-28=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=-41, 7-9=-41, 9-10=31 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-17, 2-4=27, 7-9- 27, 9-10=17 6) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-23=45, 23-26=26, 7-26=16, 7-9=31, 9-10=21, 2-17=-10, 16-17=-10, 13-16=20(F=30), Horz: 1-2=50, 2-4=-22, 7-9=391 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-21=16, 21-24=26, 7-24=45, 7-9=13, 9-10=42, 2-17=-10, 16-17=-10, 13-16=20(F=30), Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5; 9-10=15, 2-17=-20, i6-17=-20, 13-16=10(F=30), 12-13=-20, 9-12= 20 Horz: 1-2=12, 2-4=22; 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg: Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10- 12 10) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-53, 2-4=-25; 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 2-17=-20, 16-17= 20, 13-16=10(F=30), 12-13=-20, 9-12=-2 Horz: 1-2= 9, 2-4=2, 7-9=-2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9= 16, 9-10=-5, 2-17=-20, 16-17= 20, 13-16=10(F=30), 12-13=-20, 9-12=-2 Horz: 1-2=-9, 2-4=2, 7-9= 2, 9-10=9 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 12-13=-10, 9-12=-10 12-13=-10, 9-12=-10 Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9= 30, 9-10=-22, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9= 61, 9-10= 53, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9- 45, 9-10= 37, 2-17= 20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-7, 2-4=1, 7-9= 1, 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 2-17=-20, 16-17= 20, 13-16=61(F=81), 12-13=-20, 9-12- 20 Horz: 1-2=-7, 2-4=1, 7-9=-11 9-10=7 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must 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 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?PI1 Quality Criteria, DSO-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203. Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 C BLK T24589204 2814504 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:37:02 2021 Page 1 r .1 ID:193QGWBBpX3jRl87zeOm7kz57ad-kSPAkBkglyRTZAmgUgKFT9QO4780PNMmo4ebcwz_oTF r1-4-Q 7-0-0 12-3-1 16-0-8 19-10-0 22-5-14 1 26-3-5 32-8.0 , 39-8-0 Al-0-Q 1-4-0 7-0.0 5-3.1 3-9-8 3-9-8 2-7-14 3-9-8 6-4-11 7-0-0 1-4-0 5x6 = 3x8 _ 3x4 = 6.00 12 3 18 19 4 2021 22 5 23 2x4 II 5x6 = 5x12 = 5x6 = 246 25 7 26 827 28 29 9 ST1.5x8 STP = 3x8 — ST1.5x8 STP = 3x6 % 5x6 ZZ 3.00 F12 32-6-8 Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [13:0-3-8,0-3-0], Scale=1:73.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC ' 0.86 BC 0.87 WB 0.94 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) 0.24 14-16 >709 240 Vert(CT) -0.27 14-16 >635 180 Horz(CT) 0.07 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 179lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pudins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Gt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-362(LC 8), 10=-445(LC 8), 16=-1709(LC 8), 13=-1849(LC 8) Max Grav All reactions 250 lb or. less at joint(s) except 2=602(LC 1), 10=700(LC 1), 16=2275(LC 1),13=2378(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/341, 3-4=-933/356, 4-5=-632/1043, 5-6=-775/1231, 6-7=-775/1231, 7-8=-706/1076, 8-9=-1294/649, 9-10=-1549/671 BOT CHORD 2-17=-205/984, 16-17=-1043/843, 14-16=-548/221, 13-14=-465/179, 12-13=-1077/936, 10-12=-455/1346 WEBS 3-17=-147/318, 4-16=-1312/942, 5-16=-1420/1451, 5-14=-610/696, 6-14=-420/437, 7-14= 761/737, 7-13=-1411/1476, 8-13=-1431/1132, 9-12=-46/367, 4-17=-1025/2111, 8-12= 1408/2480 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. U; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.66182 capacity of bearing surface. MiTek USA, Inc. FL Cert 6834 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 2, 445.Ib uplift at 6904 Parke East Blvd. Tampa FL 33610 joint 10, 1709 lb uplift at joint 16 and 1849 lb uplift at joint 13. Date: 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. July 6,2021 Cont'nued on a e 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MI1-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-,99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203_ Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 C BLK T24589204 2814504 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant Gtty, FL), Plant City, f-L - 33bb/, 0.4JU 5 JUn Z ZUZ I Ive I en a Iuuslneb, n .. I ue JUI U I I-- .... rnyo c I D:193QGW BBpX3j R187zeOm7kz5?ad-kSPAkBkgl yRTZAmgUgKFT9Q04?BOPNMmo4ebcwz_oTF NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 Ib down and 197 Ib up at 11-0-12, 111 Ib down and 197 Ib up at 13-0-12, 111 Ib down and 197 Ib up at 15-0-12, 111 Ib down and 197'lb up at 17-0-12, 111 Ib down and 197 Ib up at 19.0-12, 111 Ib down and 197 Ib up at 20-7-4, 111 Ib down and 197 Ib up at 22-7-4, 111 Ib down and 197 Ib up at 24-7-4, 111 Ib down and 197 lb up at 26-74, 111 lb down and 197 lb up at 28-74, and 111 lb down and 197 lb up at 30-7-4, and 175 Ib down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-12, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 ID down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-64 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 2-17=-20, 12-17= 20, 10-12=-20 Concentrated Loads (lb) Vert: 3- 175(B)7=-111(B) 9=-175(B)17=-330(B)15=-46(B)12=-330(B)18=-111(B)19=-111(13)20=-111(B) 22=-111(B) 23=-111(B)24=-111(13)25=-111(B) 26=-111(B) 27=-111(13) 28=-111(13) 29=-111(13) 30- 46(B) 31=-46(B) 32= 46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-21=45, 21-28=26, 9-28=16, 9-10=31, 10-11=21, 2-17- 10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-50, 2-3=-22,, 9-10=39, 10-11=29 Drag: 34=-0, 8-28=0, 9-28=0 Concentrated Loads (lb) Vert: 3=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B)18=136(B)19=136(B)20=136(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=156(B) 28=156(B) 29=165(B) 30=-23(B) 31=-23(B) 32=-23(B) 33=-23(B) 34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-19=16, 8-19=26, 8-9=451 9-10=13, 10-11=42, 2-17- 10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Drag: 3-19= 0, 4-19=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)18=165(B)19=156(B)20=156(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=136(B) 28=136(B) 29=136(B) 30=-23(B) 31= 23(B) 32= 23(B) 33=-23(B) 34=-23(B) 35=23(B) 36=-23(B) 37=-23(B) 3B=-23(B) 39=-23(B) 40=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=315(B)17=128(B)15- 13(B) 12=128(B)18=197(B)19=197(B)20=197(B)22=197(B)23=197(B)'24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33= 13(B) 34=-13(B) 35= 13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10= 36, 10-11=-26, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12= 20 Horz: 1-2= 29, 2-3=-19, 9-10=-22, 10-11=-12 C Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30= 13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 8) Dead +0.6 MWFRS Wind (Pos, Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(B) 19=136(B) 20=136(B) 22=136(B) 23=136(B) 24=136(B) 25=136(B) 26=136(B) 27=136(B) 28=136(B) 29=136(B) 30=-23(B) 31=-23(B)32=-23(B) 33=-23(B)34=-23(B) 35= 23(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 2-17- 10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2- 53, 2-3=-25, 9-10=25, 10-11=53 Drag: 3-4=-0,8-9=0 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 18=165(B) 19=165(B) 20=165(B) 22=165(B) 23=165(B) 24=165(B) 25=165(B) 26=165(B) 27=165(B) 28=165(B) 29=165(B) 30=-23(B) 31=-23(B) 32=-23(B) 33=-23(B) 34=-23(B) 35= 23(B) 36=-23(B) 37= 23(B) 3B= 23(B) 39=-23(B) 40= 23(B) 10), Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2- 5, 2-3=-16, 3-9= 16, 9-10=-16, 10-11=-5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz:1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15= 13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B)40- 13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 ontinued on e 3 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to 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 ANSIITP11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute„2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 C BLK T24589204 2814504 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.43u s Jun z zuzl mi I eK Inousines, Inc. I ue Jul is Tl :3r:uz zuzi rage j ID:193QGW BBpX3jR187zeOm7kz57ad-kSPAkBkgl yRTZAmgUgKFT9Q04780PNMmo4ebcwz_oTF LOAD CASE(S) Standard S)niform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9- 16, 9-10=-16, 10-11- 5, 2-17=-20, i6-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36- 13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=53, 2-3=-61, 3-9=-4519-10=-30, 10-11=-22, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)18=145(B)19=145(B)20=145(B)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B) - - 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B)32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 3813(B) 3918(B) 40=-13(6) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12= 20 Horz: 1-2=-22, 2-3=-14, 9-10- 17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31- 13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36= 13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 37,.2-3=-45, 3-9= 45, 9-10=-45, 10-11=-37, 2-17=-20, i6-17=-20, 13-16=24(F=44), 12-13=-20,.10-12= 20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37- 13(B) 38=-13(B) 39=-13(B) 40=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2= 7, 2-3=1, 9-10=-11 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39- 13(B) 40=-13(B) A 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 propedy Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saletylntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 C BLK T24589205 2814504 A09 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2U21 Mi I el( industries, Inc. i ue Jul ti l l :3ru:1 LULI rage 1 ID:193QGW BBpX3jR187zeOm7kz57ad-DezYxYJIoGZJBKL02XrU7NyBEPThBtQw1 k088N2_oTE r1-4-Q 6.8-0 13.0-0 19-10-0 1-0- 23-10-0 26-8-0 , 31-0-0 33-0-0 , 39-8-0 41-0-Q 1-4-0 6-8-0 6-4-0 6-10.0 2- 2-10-0 2-10-0 4.4-0 2-0-0 6.8-0 1-4-0 r 1r."E , 5x6 = 3x6 = 5x6 - 7 7x8 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 F12 24-0-11 8-8.0 6x8 Scale = 1:76.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL ' 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CS1. TC 0.89 BC 0.93 WB 0.76' Matrix-SH DEFL. in (loc) Vdefl Ud Vert(LL) 0.55 15-17 >848 240 Vert(CT) -0.90 15-17 >521 180 Horz(CT) 0.57 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 207lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-10: 2x4 SP M 31, 1-3,10-12: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-18,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-810(LC 10), 11=-810(LC 10) MaxGrav 2=1533(LC 1), 11=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4720/2891, 3-4=-4465/2748, 4-5=-2921/1929, 5-6=-2908/1848, 6-8=-2747/1725, 8-9=-3092/1920, 9-10— 4489/2594, 10-11=-4691/2667 BOT CHORD 2-18=-2503/4403, 17-18=-1451/2727, 15-17=-1651/3095, 14-15=-1331/2738, 13-14=-1975/3908, 11-13=-2229/4190 WEBS 3-18=-279/338, 4-18=-989/1877, 4-17=-98/473, 5-17=-332/223, 5-15=-422/342, 8-15=-195/501, 8-14=-352/676, 9-14=-1317/724, 9-13=-564/1195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Exterior(2R) 21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68182 capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 joint 11. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Date: July 6,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203.Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 11120 C BLK T24589206 2814504 A10 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. 1 ue Jul 6 11:37:07 2021 rage 1 ID:193CiG W BBpX3j RI87zeOm7kz5?ad-5PD3nuopsV3lgxfnHNwCiAD7tKOsh4k2W yMMMH8z_oTA 11-4-t� 5-11-1 11-0-0 , 16-10-1 19-0•0 22-9-15 21-10t0 28-8.0 31-0-0 , 33-8-15 39-8-0 Al-0-Q � 5.11-1 5-0-15 5-10-1 2-1-15 3-9-15 0- 4.10.0 2-4-0 2-8-15 5-11-1 5x6 = 1Ox12 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 12 6x8 8-8-0 39-8-0 Scale=1:76.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TIC 0.89 BC 0.87 WB 0.53 Matrix-SH DEFL. VeR(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.59 17-19 >787 240 -0.86 17-19 >545 180 0.54 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 248 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied. Except: 4-7,7-10: 2x6 SP No.2 1 Row at midpt 7-10 BOT CHORD 2x6 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 3-10-1 oc bracing. 2-20,13-15: 2x4 SP No.1 JOINTS 1 Brace at Jt(s): 7 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0; 13=0-8-0 Max Horz 2=-352(LC 8) Max Uplift 2=-810(LC 10), 13=-810(LC 10) Max Grav 2=1533(LC 1), 13=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/3031, 3-4=-4481/2851, 4-5=-4120/2767, 5-6=-4119/2766, 6-7=-3604/2457, 7-9=-3232/2194, 9-10=3236/2197, 10-11=-3578/2300, 11-12=-4480/2710, 12-13=-4650/2812, 6-8=-621/451, 8-10=-629/457 BOT CHORD 2-20=-2613/4354, 19-20=-1856/3221, 17-19=-2133/3758, 16-17=-1683/3159, 15-16=-2105/3917, 13-15=-2362/4148 WEBS 3-20=-173/277, 4-20=-733/1482, 4-19=-609/1078, 5-19=-577/514, 7-19=-287/570, 7-17= 334/335, 10-17=-517/825, 8-9= 62/281, 10-16=-457/937, 11-16=-1042/5B1, 11-15=-484/1009 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E)-1-4-Oto 2-7-10, Intedor(1) 2-7-10 to 7-0-6, Ezterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Extedor(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Qrovide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.66182 7) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cart 6634 capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at 6904 Parke East Blvd. Tampa FL 33610 joint 13. Date: 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 6,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with passible 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, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply 1820 C BLK T24589207 2814504 All SPECIAL 1 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 5.43U s Jun ;, zuzi MI I eK It I D:3xt?Yd6 RbYnXO16 Sf6ghjj z4cnz-Zcn R_E 20-1-8 23-10-0 31-6-0 3-1-8 3-6 _ 7-8-0 5x6 = Inc. I ue JUI 6 i i:37:06 202i rage i Or i.axa ai r— 14 ._ 5x6 % 4x6 = 3x6 = 3x6 = 3.00 12 6x8 = Scale,= 1:74.6 LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr , YES Code FBC2020/TPI2014 CSI. TIC 0.96 BC 0.93 WB 0.81 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.26 11-13 >864 240 Vert(CT) -0.42 2-17 >575 180 Horz(CT) -0.03 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 198 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 6-13: 2x4 SP No.3, 9-12: 2x4 SP No.1 3-3-0 cc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=-352(LC 8) Max Uplift 2=-518(LC 10), 13=-594(LC 10), 9=-505(LC 10) Max Grav 2=912(LC 15), 13=1780(LC 15), 9=1005(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2271/1439, 3-4=-1988/1272, 4-5=-1278/911, 5-6=-246/308, 6-7=-204/422, 7-8=-1201l759,8-9=-1344/714 BOT CHORD 2-17=-1166/2294, 16-17= 818/1825, 15-16=-479/751, 13-15=-1002P710, 9-11=-429/l098 WEBS 3-17=-273/280, 4-17=-334/883, 4-16=-504/282, 5-16=-116l784, 5-15=-1035/814, 7-13=-66B/217, 7-11=-432/1097, 8-11=-501/484 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Extedor(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible 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) 1 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 518 lb uplift at joint 2, 594 lb uplift at joint 13 and 505 lb uplift at joint 9. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall• building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Oualify 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 1820 C BLK T24589208 2B14504 A24 SPECIAL 1 1 Jab Reference (optional) tsunaers rlrsmource trlanl tiny, rL), rranl LAny, rL-d0,0/, ,,— ,-- v,.---' • -I- • I D:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-_BSadGrJvjaBBZyZW D_MK3laPeE80WX5tzKZQvz_oT6 r1-4-Q 7-0-0 9-2-2 12-8-0 1 15-0.0 7.1-13T 23-10-0 30-11-8 35-4-2 39.8-0 Al-0-Q 11 7.0-0 2-2-2 3-5-14 2-4-0 2-1 113 2-11-11 3-8-84-4-9 4-3-14 Scale=1:74.6 5x6 = 9 44 11 8 _ 3x6 Sx8 5x6 3x4 = 3x4 11 5x6 = 7 10 6.00 12 3 4 5 RR 2x4 5 11 m 19 o m 0 m 2 24 23 22 P7 20 7A O = 12 13 N 1 0 6x8 = 4x8 = 3x4 11 4x4 = iV o ST1.5x8 STP= Bx12 = 28 29 16 15 14 ST1.5x8 STP= 17 18 5x6 % x= x= = 34 36 3x6 3x6 = 3x8 1\ 3.00 12 6x8 = 7-1-8 9-10-0 11-8-0 15-9-4 20-1-8 20- -0 26-7-2 33-7-10 39-8-0 7-1-8 2-8-8 1-10-0 4-1-4 4-4-4 0-0-8 6-5-2 7-0-8 6-0-6 Plate Offsets (X Y)-- [2.0-1-15 1-2-13] [2:0-5-6 Edge] [3:0-6-0 0-2-8] [10:0-3-0 0-3-0] [21:0-3-0 0-4-0] [24:0-4-0 0-1-12] LOADING (psf) SPACING- 2-0=0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.23 23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.33 2-24 >737 180 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) -0.03 17 n/a n/a BCDL .10.0 Code FBC2020(rP12014 Matrix-SH Weight: 233lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc puffins. 1-3: 2x4 SP No.i BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 `Except* 6-0-0 oc bracing: 17-19 2-24: 2x4 SP No.1, 5-22: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 9-17 19-21,8-17: 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 12=0-8-0 Max Horz 2=-352(LC 6) Max Uplift 2— 685(LC 8), 17= 990(LC 8), 12=-396(LC 8) Max Grav 2=1105(LC 1), 17=2264(LC 2), 12=915(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP -CHORD 2-3=-3070/1577, 3-4=-2577/1503, 4-5=-2448/1491, 5-6=-2739/1642, 6-7=-621/536, 7-8=-314/999, 8-9=-223f739, 9-10=-584/242, 10-1 1=-1 225/384,11-12=-1334/393 BOT CHORD 2-24=-1269/2714, 23-24=-1245/2688, 22-23=-723/1370, 5-21=-251/266, 20-21=-575/1097, 17-19=-1062/684, 8-19=-315/267, 16-17=-163/268, 14-16— 107/805, 12-14=-219/1107 WEBS 3-24— 378/1120, 3-23=-315/43, 21-23=-550/1235, 6-21=-889/1819, 6-20=-1222r782, 7-20=-660/1310, 7-19=-956/588, 9-17=-1190/388, 10-16=-650/410, 10-14= 42/404, 9-16=-254/783 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ; This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE No.69182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 lb uplift at joint 2, 990 lb uplift at MiTek USA, Inc. FL Cert 6634 joint 17 and 396 lb uplift at joint 12. 6904 Parke East Blvd. Tampa FL 33610 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 166 lb up at Date: 7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 lb down at 9-0-12, and 92 lb down at 11-0-12 on bottom chord. The design/selection of such connection July 6,2021 �ordWadeWmfim Msnonsibilitv of others. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek@ connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11IiiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcaticn, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 1820 C BLK T24589208 2814504 A24 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, tf.v;ju s uun z zuzl Mi t etc inousmes, inc. r ue ,w o r r.or: r r LVL r raye c ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-_BSadGrJvjaBBZyZW D_MK3laPeE80WX5tzKZQvz_oT6 NOTES- 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 (plf) Vert: 1-3=-54, 3-6=-54, 6-9— 54, 9-13=-54, 2-24=-20, 22-24=-20, 19-21= 20, 17-18= 20, 12-17=-20 Concentrated Loads (lb) Vert: 3=-159(F) 24=-312(F) 23=-46(F) 4=-111(F) 25=-111(F) 27= 46(F) A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not Wit 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 M!Tek" 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 ANSIITP11 Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203,Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 C BLK T24589209 2814504 B01 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant city, rL - 3356Y, t3.43u s dun a zuz t Wit t UK mausmes, utU. t uevui o 1 t:ar. ra cuc t rdge r ID:1930GW BBpX3jR187zeOm7kz57ad-wZaK2xtaRLgvOt6xdeOgPUNzfRyoUN40KHpgVoz_oT4 1-4-01 1-B-6-0 11-10-0 19-6-0 27-8-0 29.0-0 1-4.0 B-6-0 3-4.0 7-8-0 8-2-0 1-4-0 m it 0 4x6 = ST1.5x8 STP= 7x1U = \ 3x4 � 3x6 11 I� 0 Scale = 1:56.9 0 -o N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.37 2-10 >254 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.31 2-10 >298 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) -0.01 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.1 'Except* BOT CHORD 2-10: 2x4 SP M 31, 3-9: 2x4 SP No.2 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-4-0, 9=0-8-0, 6=0-8-0 Max Horz 2=317(LC 9) Max Uplift 2=-373(LC 10), 9= 653(LC 10), 6=-465(LC 10) Max Grav 2=319(LC 19), 9=1123(LC 1), 6=824(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-908/663, 5-6=-1066/633 BOT CHORD 2-10=-243/251, 9-1 0=-1 045/1168, 3-10=-421/477, 6-8=-356/850 WEBS 4-10=-714/367, 4-8=-441/807, 5-8_ 504/509 Structural wood sheathing directly applied or 5-7-7 oc puffins. Rigid ceiling directly applied or 5-7-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 7-10-6, Extedor(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Extedor(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom,chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint 2, 653 lb uplift at joint 9 and 465 Ito uplift at joint 6. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 6,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK 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 buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing MOW 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/fPlr 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 Oty Ply 1820 C BLK T245B9210 2814504 B01 A SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:37:14 2021 Page 1 ID:193OGWBBpX3jR187zeOm7kz57ad-OmBiFHtCCeym70h7BLY3yhw8OrlBDpOXZxYE1Ez oT3 1-4-0 5.10-13 8.6-0 11-10.0 19-6-0 27-8-0 29.0-0 1-4.0 5-16-13 2-7-3 3-4-0 7-8.0 B-2-0 1-4-0 46 = 1E " 6x8 ST1.5x8STP= = ST1.5x8 STP = 3x4 6x8 = 9.6-5 Scale = 1:57.8' r? 0 I'T _o 0 N LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.58 BC 0.62 WB 0.84 Matrix-SH DEFL. in Vert(LL) 0.27 Vert(CT) 0.23 Horz(CT) -0.02 (loc) Well L/d 2-13 >348 240 2-13 >406 180 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 146lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc purlins. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 2-13: 2x4 SP No. 1, 5-11: 2x4 SP No.2 6-0-0 oc bracing: 11-13 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-11 SLIDER Left 2x6 SP No.2 2-11-1 REACTIONS. (size) 2=0-4-0, 11=0-8-0, 8=0-8-0 Max Horz 2=314(LC 9) Max Uplift 2=-492(LC 10), 11=-483(LC 10), 8=-513(LC 10) Max Grav 2=416(LC 21), 11=1095(LC 15), 8=1056(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 24=-454/412, 4-5=-333/350, 5-6=-306/405, 6-7=-1313/789, 7-8=-1453/740 BOT CHORD 2-13=-113/276, 11-13=-407/769, 10-11=0/349, 8-10=-450/1194 WEBS 6-11=-593/254, 6-10=449/1096, 7-10= 497/502, 4-13=-274/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1.4-0 to 2-7-10, Intedor(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(f) 15-9-10 to 25-0-6, Extedor(2E) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been.designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint 2, 483 lb uplift at joint 11 and 513 lb uplift at joint 8. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSHlPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1B20 C BLK " T24589211 2814504 B01B SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, t1.4:iu s dun z zuzl in i eK inuusures, urc. rue dui o ragas r ID:193QGW BBpX3jR187zeOm7kz5?ad-KBFTgzvSkGCTFKrWJmaX16?REfughiJgOF1 1<662_oT1 -14-0 5.3-12 8-6.0 11-10.0 19-6-0 27.8.0 2UT 14-0 5-3-12 3-24 34.0 7.8.0 8.2-0 1.4.0 4x6 = m <I1 0 Scale=1:55.0 11 1 U ST1.5x8 STP = 6xB = _ 5x8 3x4 e-2-0 7-10-0 81110 17.6-5 27-8.0 7-10-0 0 3 94-5 10-1-11 0-1-0 Plate Offsets (X Y)— [2.0-2-10 0-1-8] [6.0-4-0 0-3-0] [7.0-2-10 0-1-8] [9.0-4-0 0-341 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.25 9-10 >911 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.40 9-10 >574 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2020fI-P12014 Matrix-SH Weight: 145lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-10: 2x6 SP No.2 1 Row at midpt 4-12 WEBS 2x4 SP No.3 2-2-0 oc bracing: 10-12 WEBS 1 Row at midpt 5-10 REACTIONS. (size) 10=0-4-0, 7=0-8-0 Max Horz 10=314(LC 9) Max Uplift 10=-828(LC 10), 7=-353(LC 10) Max Grav 10=1802(LC 15), 7=824(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-545/764, 3-4=-641/967, 4-5=-210/577, 5-6=-816/385, 6-7=-939/336 BOT CHORD 2-12=-645/640, 10-12=-782/547, 4-12=-376/382, 9-10=-201/414, 7-9=-92l755 WEBS 5-1 0=-1 105/715, 5-9= 490/1103, 6-9= 515/514, 3-12=-376/295 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1.4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Extedor(2E) 25-0-6 to 29-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1'.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 828 lb uplift at joint 10 and 353 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 ® 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 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 C BLK T24589212 2814504 B06 GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:37:18 2021 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-GXND5f)dGtSBUe_vQBc?6X4gcSeA9d27UZW RA7z_oT? 1-4-0 8.6-0 11-10-0 21-9.6 27-8.0 29-0.0 1-4-0 B-6-0 3.4.0 9-11-6 5-10.10 1-4-0 4x8 11 co 01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 TCDL 7.0 Lumber DOL 1.25 BC 0.74 BCLL 0.0 Rep Stress Incr YES WB 0.83 BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except* 2-24: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 23=0-8-0, 15=0-8-0 Max Horz 2=312(LC 9). Max Uplift 2=-517(LC 10), 23=-529(LC 10), 15=-551(1-13 10) Max Gram 2=358(LC 19), 23=1097(LC 1), 15=890(LC 16) 2x4 II 9 Scale=1:60.8 m O 16Io -o N DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.16 26 >595 240 MT20 244/190 Vert(CT)-0.2515-17 >919 180 Horz(CT) 0.03 23 n/a n/a Weight: 195 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 28, 29, 30 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4= 266/291, 4-5=-247/267, 5-6=-237/270, 6-7=-221/360, 7-8=-193/361, 8-9= 1015/849, 9-10=-1036/792, 10-11=-1057/773, 11-13=-1037/643, 13-15=-1302/744 BOT CHORD 23-24=-453/880, 6-24=-274/407, 15-17=-453/1108 WEBS 23-28— 706/251, 8-28=-787/290, 8-29=-510/879, 29-30=-496/866, 27-30=-563/924, 17-27=-358/752, 13-17=-380/273, 11-27=-232/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -2-0-0 to 1-11-10, Interior(1) 1-11-10 to 7-8-14, Exterior(2R) 7-8-14 to 15-10-0, Interior(1) 15-10-0 to 25-8-6, Exterior(2E) 25-8-6 to 29.8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Gable studs spaced at 2-0-0 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 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 lb uplift at joint 2, 529 lb uplift at joint 23 and 551 lb uplift at joint 15. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 0 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 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 ANS11TPl1 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 1820 C BLK T24589213 2814504 C1V SPECIAL 6 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2U21 MITeK Industries, Inc. I ue .tut 6 11:37:i9 2021 rage i ID:193QGWBBpX3jR187zeOm7kz5lad-Ijxb17xL1 Ba26oZ5_u7Efld4cs9wuHKHiDGTjR2_oT_ -1-4.0 0-11-4 _ 1-4-0 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/rP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=74(LC 10) Max Uplift 3= 3B(LC 1), 2= 200(LC 10) Max Grav 3=63(LC 10), 2=169(LC 1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:7.6 r` 17 co 199 as DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(CT) -0.00 2 >999 180 Horz(CT) 0.00 3 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 200 lb uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to 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 ANSLITP11 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 1820 C BLK T24589214 2814504 C3V SPECIAL 6 1 Job Reference (optional) Builders FirstSource (Plant Clty, FL), Plant Glty, FL - 33561, m43u s Jun Z ZUZI MI I eK Inuusines, Inc. I ue Jul o I I:J/:zu zuz I rage I I D:193QG W BBpX3j Rl87zeOm7kz57ad-DvV_W LyzoUivjx8HYceTBy9DrGU7dkaQxt7YEuz_oSz -1-4-0 2-11-4 1.4.0 2-11-4 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=128(LC 10) Max Uplift 3=-45(LC 7), 2=-187(LC 10) Max Grav 3=56(LC 15), 2=214(LC 1), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale=1:12.7 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% Structural wood sheathing directly applied or 2-11-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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 jive 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 jive load nonconcurrent with any other jive loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 187 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.�� Design valid for use only with 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 of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 C BLK T24589215 2814504 C5V SPECIAL 6 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. TUB Jul 6 11:37:21 2021 Page 1 ID:193QGW BBpX3jRI87zeOm7kz5?ad-h63MjgzbZogmL5jU5JAikAiLggnW MBgZAX15mKz_oSy 1-4.0 4-11-4 1.4.0 4-11-4 ST1.5x6 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.03 2 4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=182(LC 10) Max Uplift 3=-116(LC 10), 2= 189(LC 10) Max Grav 3=133(LC 15), 2=276(LC 15), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:17.6 rn m 66 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% Structural wood sheathing directly applied or 4-11-4 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 189 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 C BLK T24589216 2814504 D01 Common 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:37:23 2021 Page 1 I D:3xt4Yd6RbYnXO16Sf6ghjjz4cnz-dUB68M_r5P4UaPtsDkCApbnigTing25sdrECrCz_oSw 1-4-0 5-8.0 10-0-0 14-4-0 20-0.0 21-4-0 1-4-0 5-8.0 4-4-0 4.4-0 5-8.0 1-4-0 Scale=1:36.5 4x4 = I 1 �m 7�o e e e e e e ST1.5x8 STP = 8 ST1.5x8 STP = Sx8 = 4x4 = 4x4 = 10-0-0 20.0-0 10-0.0 10-0-0 Plate Offsets (X Y)-- [8:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.48 Vert(LL) -0.16 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.34 2-8 >688 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix-SH Weight: 90lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=232(LC 9) Max Uplift 2=-463(LC 10), 6— 463(LC 10) Max Grav 2=805(LC 1), 6=805(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/884, 3-4=-865/698, 4-5— 865/698, 5-6=-1128/884 BOT CHORD 2-8= 589/1029, 6-8=-588/956 WEBS 4-8=-317/542, 5-8=-356/399, 3-8=-355/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 6-0-7, Exterior(2R) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Extedor(2E) 17-4-6 to 21-4-0 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 where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 lb uplift at joint 2 and 463 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vedfy 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 C BLK T24589217 2814504 D02A GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:37:24 2021 Page 1 ID:193QGW BBpX3jRI87zeOm7kz5lad-5hkUU?TdCLCZS2nRjPMoK)dtrmZXAOsVzINfz_oSv 1-4-0 10-0-0 20.0-0 21-4-0 1-4-0 10-0-0 10.0-0 a 4x4 = yxO 20 19 18 17 16 15 14 �^•' 2x4 II 2x4 II 2x4 II 5x6 — 2x4 II 2x4 II 2x4 II Scale=1:37.5 I" jv 0 Plate Offsets (X Y)-- [2.0-4-0 0-1-15] [12:0-4-0 0-1-15] [17:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 13 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 12 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=-219(LC 8) Max Uplift All uplift 100 lb or less at joints) 18, 19, 16, 15 except 2=-175(LC 10), 12=-175(LC 10), 20=-129(LC 10), 14=-129(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 12, 17, 18, 19, 16, 15 except 20=279(LC 15), 14=284(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-78/290, 7-8=-78/290 WEBS 4-20=-203/300, 10-14=-208/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-4-0 to 2-7-10, Extedor(2N) 2-7-10 to 6-0-0, Comer(3R) 6-0-0 to 14-0-0, Exterior(2N) 14-0-0 to 17-4-6, Comer(3E) 17-4-6 to 21-4-0 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 specific to the use of this truss component. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a °P° is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where ►ised in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 19, 16, 15 except (jt=lb) 2=175, 12=175, 20=129, 14=129. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vanity 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 ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss. Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 C BLK T24589218 2814504 E7V SPECIAL 10 1 Job Reference (optional) Builders Firstbource (Plant Gity, FL), Plant fifty, FL - 33567, u.4Ju s Jun Z ZU41 MI r eK inausmes, Inc. i us JW a I i:J/:Zo ZVZ r raye i I D:193QGW BBpX3j Rl87zeOm7kz5?ad-13sFmO1 kNKS3RscRusltRDPC8hQk1 S3JJpSsRXz_oSt 1-4-0 7-0.0 1.4-1) 7-0-0 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.12 2-4 >674 240 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Scale = 1:23.2 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=237(LC 10) Max Uplift 3=-184(LC 10), 2=-204(LC 10) Max Grav 3=205(LC 15), 2=350(LC 15), 4=132(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=184, 2=204. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 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 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. 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 ANSVrPl1 Qualify 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 1820 C BLK T24589219 2814504 E7VP SPECIAL 7 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL - 33567, u.43u s Jun z zuzl ml I eK Industries, Inc. I ue uul n i i:sm:27 zuz I rage i ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-W GQd_k1 M8ebw3OAdSaH6_FlyN34nGmvJSYTCQ_z_oSs -1-4-0 7-0-0 1-4-0 7-0-0 m m N O_ O n 3x4 Scale = 1:23.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.52 Vert(LL) 0.11 2-4 >735 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.09 2-4 >856 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=303(LC 10) Max Uplift 3=-181(LC 10), 2=-327(LC 10), 4=-102(LC 6) Max Grav 3=204(LC 15), 2=346(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 3=18112=327, 4=102. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must 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 MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVlP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 C BLK T24589220 2814504 H7V SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2U21 Mt I eK Inrlustnes, Inc. I Lie Jul 6 11:37:28 2021 Page 1 ID:193QGW BBpX3jRI87zeOm7kz5lad-_S_7B42_vyjmhAlgOHoLWeVYxU4fVHMbn7xzW Qz_oSr 1-10-10 5-4-1 , _ _ 9-10-1 1-10-10 5-4-1 4.6-0 Scale = 1:22.9 3x4 ST1.5x8 STP = 5-4-1 4-6.0 Plate Offsets (X Y)-- [2:0-1-3 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) . -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=236(LC 8) Max Uplift 4=-166(LC 8), 2=-272(LC 8), 5=-161(LC 5) Max Grav 4=136(LC 1), 2=448(LC 1), 5=295(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/637 BOT CHORD 2-7=-703/911, 6-7= 710/907 WEBS 3-7=0/315, 3-6=-894/696 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc pudins. BOT CHORD Rigid ceiling directly applied or oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40tt; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=166, 2=272, 5=161. 8) Nanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 6,2021 Continued o e 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with 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 Welk' prevent 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 ANS11fP/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 1820 C BLK T24589220 2814504 1-17V SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:37:28 2021 Page 2 ID:193QGW BBpX3jRI87zeOm7kz5?ad-_S_?B42_vyjmhAlgOHoLWeVYxU4fVHMbn7xzWQz_oSr LOAD CASE(S) Standard C1Sncentrated Loads (lb) Vert: 8=49(F=24, B=24) 9=36(F=18, B=18) 10=-99(F=-50, B=-50) 11=23(F=11, B=11) 12=-11(F=-5, B=-5) 13=-51(F= 25, B=-25) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII 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