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HomeMy WebLinkAboutTRUSS258 Southhall Lane, Suite 200 Maitland, Florida 32751 F D P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES July 20, 2021 Building Department Ref: Adams Homes Lot: Lot 178 Blk. Ph 3 Subdivision: Fort Pierce - Waterstone Address: 5335 Vespera St. Model: 1820 A LHG KA # 21-8345 Truss Company: Builders First Source Date of drawings: 7/6/21 Job No.: 2814528 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, 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" ,,i9oQPABLO ►eon�tttei��a .'o C E N•. O e s S' x'r• No 8> •�N� 4 e T •••'� or �•�0 Ile P �2 t j 1/1114: Luis Pab Torres, P.E. FL. # 87 64 IN w 20-00-00 6-04-00 13-04-00 39-08-00 ,I El Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades and performing his work in a safe and satisfactory [Wanner FDS ENGINEERING ASSOCIATES Date: o7/2o/2021 By: ES Submittal No.: Project No.: 21-8345 Project Eng.: Luis Tor e1� Project Name: Adams Homes - Fort Pierce - Waterston - Lot 178 Blk Ph 3 VERIFY ALL DIMNSIONS AND CEILING CONDITIONS PRIOR TO APPROVAL SONS CEILING FRAMING REQUIRED IN FIELD BY BALDER NAM WIND FORCE RESISTING SYSTEMIC,C HYBRID WIND ASCET-16 IMPORTANT ENCLOSED EXPOSURE CATEGORY C OCCUPANCY CATEGORY I This Drawing Must Be Approved And WM)IMPORTA E FACTOR IM Returned Before Fabrication Will TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD Begin. For Your Protection Check All NONCONCURRENT WITH ANY OTHER LIVE LOADS Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF BCDL: 10 PSF BCDL: 6 PSF By Date TOTAL' 37 PSF TOTAL- 66 PSF DURATION: 1.26 DURATION: 1.00 CAUTIONM 00 NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. -ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. '(le. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING, 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary;and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: '8f12 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X4 BOTTOM CHORD SIZE: 2 X 4, OVERHANG LENGTH: 18" END CUT: Plumb CANTILEVER: — TRUSS SPACING- 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE Hatch Legend ®9' to 10' KNEE WALL =8'-00" BRG WALL 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: 2814528 - 1820 A BLK MiTek USA, Inc. Site Information: 6904 Parke East Blvd. T mpa, FL 33610.4115 Customer Info: Adams Homes Port St Lucie Project Name: 1820 A Model: 1820 Lot/Block: 178 Subdivision: WATERSTONE-5335 Vespera St Address: 5335 Vespera St, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph Roof Load: 37.0 psf ' Floor Load: N/A psf This package includes 21 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T24590025 A01 7/6/21 2 T24590026 A01 A 7/6/21 3 T24590027 A01 B 7/6/21 4 T24590028 A01 C 7/6/21 5 T24590029: A02 7/6/21 6 T24590030 A03 7/6/21 7 T24590031 A04 7/6/21 8 T24590032 A05 7/6/21 9 T24590033 A06 7/6/21 10 T24590034 A07 7/6/21 11 T24590035 A08 7/6/21 12 T24590036 B01 7/6/21 13 T24590037 B06 7/6/21 14 T24590038 C1 V 7/6/21 15 T24590039 C3V . 7/6/21 16 T24590040. C5V 7/6/21 17 T24590041 D01 7/6/21 18 T24590042. D02A 7/6/21 19 T24590043 E7V 7/6/21- 20 T24590044 E7VP 7/6/21 21 T24590045 H7V 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. ,`%,%III.11IIIOflI % . VF I - %% SOP' `G 'N •. F� �i sF•. �. 68182 :?� TATE OF `♦ Joaduin Velez E: No.68182 6904 arke East Ivd. Tampa FL 33610 Date: July 6,2021 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply 1820 A BLK T24590025 2814528 A01 SPECIAL 13 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, n.4uu s dun ie zue i mi i eK inuusmes, mu. i ue dm o iz;uo.9u GVG 1 rayu i ID:193QGW BBpX3j R187zeOm7kz5?ad-?I SzLDn_ezKJ_nKm1 i UkegHNuW OkW YQ1 dIsMRZz_o?V >M r1-4-q 6-3-0 11-11-12 19-10-0 27-8.4 33-5-0 39-8-0 Al-0-q 1-4-0 6-3-0 5-8-12 7-10-4 7-10-4 5-8-12 6-3-0 5x6 = 6.00 12 Scale=1:72.2 0 0 W N Ia 6 ST1.5x8STP= ST1.5x8STP= 5xl2 3.00 12 5x12 = 17-6-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 '. BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.96 BC 0.75 WB 0.71 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.49 10-11 >960 240 -0.83 10-11 >561 180 0.48 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at micipt 6-11, 4-12 13-14,10-13:2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=433(LC 9) Max Uplift 2=-810(LC 10), 8=-810(LC 10) Max Grav 2=1782(LC 15), 8=1782(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD. 2-3= 5794/2627, 3-4=-5560/2469, 4-5=-2715/1481, 5-6=-2676/1481, 6-7=-5238/2469, 7-8=-5483/2628 BOT CHORD 2-14=-2202/5538, 12-14=-1441/3786, 11-12=-649/2204, 10-11=-1441/3291, 8-10=-2202/4922 WEBS 5-11=-425/1139, 6-11 =-1 436/820, 6-10=-682/2000, 7-1 0=-1 88/281, 5-12=-425/1190, 4-12=-1522/820, 4-14=-682/2184, 3-14=-173/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F4' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ;J Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=810,8=810. Joaquin Velez PE No.68182 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 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 ANS!/TPl1 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 A ELK ` T24590026 2814528 A01A 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 12:08:47 2021 Page 1 I D:193QGW BBpX3j RI87zeOm7kz5?ad-TxOLYZocPGS9cxvyaP?zAupZ?wlmF?ZAsycvzOz_o?U h r1-4-q 6-3-0 11-11-12 19-10.0 26-8-4 32-8-5 39-8-0 52-0-q 1-4-0 6-3-0 5.8-12 7-10-4 6-10-4 6-0-1 6-11-11 1-4-0 Scale=1:73.1 Sx6 = 6.00 12 5x6 II 5 6 ST1.5x8STP= 14 1d 01 i.ono0ir- 5x6 % = 4x6 = 3x6 3.00 6x8 = 12 3x6 = 15-3-8 20-1-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL . 1.25 Rep Stress Incr YES Code FBC20201TP12014 CSI. TC 0.94 BC 0.96 WB 0.71 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.30 11-13 >771 240 Vert(CT) -0.47 11-13 >483 180 Horz(CT) -0.06 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 214 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-13: 2x6 SP No.2 1 Row at midpt 6-15 WEBS 2x4 SP No.3 5-11-0 oc bracing: 13-15 WEBS 1 Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Horz 2=-434(LC 8) Max Uplift 2=-525(LC 10), 13=-581(LC 10), 9=-509(LC 10) Max Grav 2=897(LC 15), 13=1887(LC 15), 9=982(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2286/1157, 3-4=-1970/989, 4-5=-563/578, 5-6=-347/542, 6-7=-142/364, 7-8— 1157/663, 8-9=-1333/688 BOT CHORD 2-17=-865/2372, 16-17=-349/1192, 15-16=-151/261, 13-15=-.1349/470, 6-15— 1217/472, 11-13=-119/492, 9-11= 413/1108 WEBS 3-17=-322/298,.4-17=-326/1230, 4-16=-996/609, 7-13= 841/487, 7-11=-211/827, 8-11=-380/333, 5-16=-438/1104 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 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) BuildingDesigner / 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 1, will fit between the bottom chord and any other members, with BCDL=10.Opsf. 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 Qt=lb) u 2=525, 13=581, 9=509. 0 0 m N Iv 6 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 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 Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSh7PII 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 A BLK ' T24590027 2814528 A01B SPECIAL 2 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2ozi Mi I eK Inaustnes, Inc. i ue Jul ti i z:uu:4t5 zuzl rage 1 ID:193QGW BBpX3j RI87zeOm7kz5?ad-xBajmvoEAaaOE5U887W Cj5MIAKdw_W rJ4cLSVSz_o?T rt-4-q 6-3.0 11-11-12 19-10-0 26-8-4 32-8-5 39-8.0 t11-0-Q 1 4 4 6.3.0 5-8-12 7-10-4 6-10-4 6-0-1 6-11-11 1 4-0 5x6 \\ 6.00 12 ST1.5x8 STP = 11 S I I.5x8 S 1 N= 5x6 ::r ST1.5x8 STP= 6x8 3x6 - = 3.00 12 6x8 = 29-4-7 8-8-0 Scale=1:75.6 0 0 m N Iv 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.62 10-11 >372 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 0.54 10-11 >428 180 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 200lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. Except: 5-11: 2x4 SP No.3, 10-11,8-10: 2x4 SP No.1 1 Row at midpt 5-12 WEBS 2x4 SP No.3 4-7-0 oc bracing: 11-12 WEBS 1 Row at midpt 4-12, 6-11 REACTIONS. All bearings 0-8-0 except Qt=length) 13=0-4-0. (lb) - Max Horz 2=-434(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-634(LC 10), 11=-849(LC 10), 8=-715(LC 10) Max Grav All reactions 250 lb or less at joint(s) 13 except 2=773(LC 15), 11=1497(LC 2), 8=949(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1809/1578, 3-4=-1467/1424, 4-5=-173/591, 5-6=-119/618, 6-7=-963/1123, 7-8=-1198/1186 BOT CHORD 2-14=-1245/1942, 13-14=-676/865, 12-13=-676/865, 11-12- 1128/346, 5-12=-601/3, 10-11=-491/516, 8-10=-846/994 WEBS 3-14=-363/277, 4-12— 1087/788, 6-11=-823f703, 6-10=-391/683, 7-10=-397/295, 4-14— 425/1031 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 15-10-6, Extedor(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) The Fabrication Tolerance at joint 5 = 16% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6}' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9,) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 634 lb uplift at joint 2, 849 lb uplift at joint 11 and 715 lb uplift at joint S. 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 Joaquin Velez PE No.68182 they are correct for the intended use of this truss. MTek USA, Inc. FL Cart 6634 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Except: Date: July 6,2021 Continued on Daae 2 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSYTPI1 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 A BLK ' T24590027 2814528 A01B SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567,. 8.430 S Jun 2 2021 MI I eK Inclustnes, Inc. I ue JUI d 12:Ut$:4H 2U21 rage 2 ID:193QGWBBpX3jR187zeOm7kz57ad-x8ajmvoEAaa0E5UB87WC)5MIAKdw WrJ4cLSVSz_o7T LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-9=-54, 2-14=-20, 12-14=-20, 8-11=-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, 2-15=59, 15-16=47, 5-16=70, 5-17=70, 17-18=47, 8-18=5918-9=105, 2-14- 10, 14-19- 10, 12-19=97(F=107), 11-22=39(F=49), 8-22- 10 Horz: 1-2=-113, 2-15=-67, 15-16=-56, 5-16=-78, 5-17=78, 17-18=56, 8-18=67, 8-9=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, 2-5=-41, 5-8=-41, 8-9=3, 2-14=-20, 14-19=-20, 12-19=87(F=107), 11-22=29(F=49), 8-22=-20 Horz: 1-2=-17, 2-5=27, 5-8=-27, 8-9=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, 2-5=13, 5-8=31, 8-9=21, 2-14=-10, 14-19=-10, 12-19=97(F=107), 11-22=39(F=49), 8-22=-10 Horz: 1-2=-50, 2-5=-22, 5-8=39, 8-9=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, 2-5=31, 5-8=13, 8-9=42, 2-14=-10, 14-19=-10, 12-19=97(F=107), 11-22=39(F=49), 8-22=-10 Horz: 1-2=-29, 2-5=-39, 5-8=22, 8-9=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, 2-5= 36, 5-8=5, 8-9=15, 2-14=-20, 14-19=-20, 12-19=87(F=107), 11-22=29(F=49), 8-22=-20 Horz: 1-2=12, 2-5=22, 5-8=19, 8-9=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, 2-5=5, 5-8=-36, 8-9=-26, 2-14=-20, 14-19= 20, 12-19=87(F=107), 11-22=29(F=49), 8-22=-20 Horz: 1-2= 29, 2-5- 19, 5-8=-22, 8-9=-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, 2-5=45, 5-8=45, 8-9=74, 2-14=-10, 14-19- 10, 12-19=97(F=107), 11-22=39(F=49), 8-22- 10 Horz: 1-2=-82, 2-5=-54, 5-8=54, 8-9=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, 2-5=16, 5-8=16, 8-9=45, 2-14=-10, 14-19=-10, 12-19=97(F=107), 11-22=39(F=49), 8-22=-10 Horz: 1-2= 53, 2-5=-25, 5-8=25, 8-9=53 ' 12) Dead + 0.6 MWFRS Wind (Neg. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: i-2=-5, 2-5=-16, 5-8=-16, 8-9- 5, 2-14=-20, 14-19=-20, 12-19=87(F=107), 11-22=29(F=49), 8-22=-20 Horz: 1-2=-9, 2-5=2, 5-8=-2, 8-9=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, 2-5=-16, 5-8=-16, 8-9=-5, 2-14=-20, 14-19=-20, 12-19=87(F=107), 11-22=29(F=49), 8-22=-20 Horz: 1-2=-9, 2-5=2, 5-8=-21 8-9=9 15) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 53, 2-5=-61, 5-8=-30, 8-9=-22, 2-14=-35, 14-19=-35, 12-19=45(F=80), 11-20=2(F=37), 20-21 =-1 3(F=37), 21-22=2(F=37), 8-22=-35 Horz: 1-2=9, 2-5=17, 5-8=14, 8-9=22 16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-5= 30, 5-8=-61, 8-9=-53, 2-14=-35, 13-14=-35, 13-19=-6(F=29), 12-19=74(F=109), 11-20=2(F=37), 20-21 =-1 3(F=37), 21-22=2(F=37), 8-22=-35 Horz: 1-2=-22, 2-5=-14, 5-8=-17, 8-9=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 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, 2-5=-45, 5-8=-45, 8-9=-37, 2-14=-35, 13-14=-35, 13-19=-6(F=29), 12-19=74(F=109), 11-20=2(F=37), 20-21 =-1 3(F=37), 21-22=2(F=37), 8-22=-35 Horz: 1-2=-7, 2-5=1, 5-8=-1, 8-9=7 18) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 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, 2-5=-45, 5-8=-45, 8-9=-37, 2-14=-35, 13-14=-35, 13-19=-6(F=29), 12-19=74(F=109), 11-20=2(F=37), 20-21=-13(F=37), 21-22=2(F=37), 8-22= 35 Horz: 1-2=-7, 2-5=1, 5-8=-1, 8-9=7 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 A BLK ' T24590028 2814528 A01C 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 12:08:49 2021 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5lad-PK85zFptxuitrE2Lig1 RFJvtgk7Aj—gTJG502uz_o7S r1-4-q 5-10-0 13-2.0 19-10-0 26-8-4 , 32-8-5 39-8-0 tit-0-Q 1-4-0 5.10-0 7-4-0 6-8-0 6-10-4 6-0-1 6-11-11 1-4-0� 6.00 12 5x6 = 5-10-0 13-2-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 TCDL 7.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 BCDL 10.0 Code FBC2020[TP12014 Matrix-SH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 *Except' 2-17: 2x4 SP No.2 P, 15-16: 2x4 SP No.2, 13-14,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 5x6 11 ST1.5x8 STP= 5x6 = 6xB = 5x8 11 3x6 = Scale=1:74.4 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.1015-16 >837 240 MT20 244/190 Vert(CT)-0.4313-14 >536 180 Horz(CT) 0.07 14 n/a n/a Weight: 262 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 13-14 7-7-10 oc bracing: 11-13. 1 Row at micipt 7-15 6-0-0 oc bracing: 14-15 WEBS 1 Row at midpt 8-14 REACTIONS. All bearings 13-2-0 except (jtmlength) 14=0-8-0, 11=0-8-0. (lb) - Max Horz 2=-420(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-229(LC 10), 14=-269(LC 10), 19=-391(LC 10), 17=-360(LC 10), 11=-582(LC 10) Max Grav All reactions 250 Ito or less at joint(s) 18, 20 except 2=253(LC 16), 14=1068(LC 2), 19=399(LC 15), 17=593(LC 15), 11=1078(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-331/355, 4-6=-387/359, 6-7=-297/529, 7-8=-258/531, 8-9=-1348/823, 9-11 =-1 620/923 BOT CHORD 16-17— 500/433, 6-16=-525/414, 14-15=-441/114, 7-15=-365/101, 13-14=-328/746, 11-13=-648/1403 WEBS 4-19=-408/428, 8-14=-974/548, 8-13=-157/808, 9-13=-457/351 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 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) 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) All plates are 2x4 MT20 unless otherwise indicated. Q) 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 jive 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, with BCDL = 10.Opsf. 9) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used 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 be used with this design. Incising factors have not been considered for this CorJftsiJ.olJWk iw2designer to verity suitabilitv of this product for its intended use 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 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 ANS/?PIr 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 Oily Ply 1820 A BILK T24590028 2814528 A01C GABLE 1 1 Job Reference (optional) Builders First5ource (Plant City, FL), Plant City, FL - 33567, t3.43U s Jun z zuz1 mi I eK InousineS, Inc. i ue JUI b 1 z:umqu zuzl rage z I D:193QG W BBpX3j RI87zeOm7kz5?ad-PK85zFptxuitrE2Lig1 RFJvtgk?Aj-gTJG502uz_o?S NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 2, 269 lb uplift at joint 14, 391 lb uplift at joint 19, 360 lb uplift at joint 17 and 582 lb uplift at joint 11. 11) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of'this truss. 12) 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 Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-7=-54, 7-12=-54, 2-11=-20, 15-16=-20, 11-14=-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, 2-36=59, 36-37=47, 7-37=70, 7-38=70, 38-39=47, 11-39=59, 11-12=105, 2-17=-10, 16-40=-10, 15-40=19(F=29), 11-14=-10 Horz: 1-2=-113, 2-36=-67, 36-37=56, 7-37=-78, 7-38=78, 38-39=56, 11-39=67, 11-12=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=3, 2-7=-41, 7-11=-41, 11-12=3, 2-17=-20, 16-40=-20, 15-40=9(F=29), 11-14=-20 Horz: 1-2=-17, 2-7=27, 7-11=-27, 11-12=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, 2-7=13, 7-11=31, 11-12=21, 2-17=-10, 16-40=-10, 15-40=19(F=29), 11-14=-10 Horz: 1-2- 50, 2-7=-22, 7-11=39, 11-12=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, 2-7=31, 7-11=13, 11-12=42, 2-17- 10, 16-40=-10, 15-40=19(F=29), 11-14=-10 Horz: 1-2=-29, 2-7=-39, 7-11=22, 11-12=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, 2-7=-36, 7-11=5, 11-12=15, 2-17=-20, 16-40=-20, 15-40=9(F=29), 11-14- 20 Horz: 1-2=12, 2-7=22, 7-11=19, 11-12=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, 2-7=5, 7-11=-36, 11-12=-26, 2-17=-20, 16-40=-20, 15-40=9(F=29), 11-14=-20 Horz: 1-2=-29, 2-7=-19, 7-11=-22, 11-12= 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, 2-7=45, 7-11=45, 11-12=74, 2-17=-10, 16-40= 10, 15-40=19(F=29), 11-14=-10 Horz: 1-2=-82, 2-7=-54, 7-11=54, 11-12=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, 2-7=16, 7-1 1=16,11-12=45, 2-17=-10, 16-40=-10, 15-40=19(F=29), 11-14=-10 Horz: 1-2=-53, 2-7= 25, 7-11=25, 11-12=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, 2-7=-16, 7-1 1=-16,11-12=-5, 2-17=-20, 16-40=-20, 15-40=9(F=29), 11-14=-20 Horz: 1-2=-9, 2-7=2, 7-11=-2, 11-12=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, 2-7=-16, 7-11=-16, 11-12=-5, 2-17=-20, 16-40=-20, 15-40=9(F=29), 11-14=-20 Horz: 1-2=-9, 2-7=2, 7-11=-2, 11-12=9 15) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-7=-61, 7-11=-30, 11-12=-22, 2-17=-35, 16-40=-6(F=29), 15-40=16(F=51), 14-41=-35, 41-42=-50, 11-42= 35 Horz: 1-2=9, 2-7=17, 7-11=14, 11-12=22 16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-7=-30, 7-11=-61, 11-12=-53, 2-17= 35, 16-40=-6(F=29), 15-40=16(F=51), 14-41=-35, 41-42=-50, 11-42=-35 Horz: 1-2= 22, 2-7=-14, 7-11=-17, 11-12=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 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, 2-7=-45, 7-11=45, 11-12=-97, 2-17=-35, 16-40=-6(F=29), 15-40=16(F=51), 14-41= 35, 41-42=-50, 11-42=-35 Horz: 1-2=-7, 2-7=1, 7-11=-1, 11-12=7 18) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 • Uniform Loads (plo Vert: 1-2=-37, 2-7=-45, 7-11= 45, 11-12=-37, 2-17=-35, 16-40=6(F=29), 15-40=16(F=51), 14-41=-35, 41-42= 50, 11-42=-35 Horz: 1-2= 7, 2-7=1, 7-11=-1, 11-12=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 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/TPII 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 A ELK ' T24590029 2814528 A02 SPECIAL 1 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 6.43u s Jun z 2uei for I eK Incusrnes, inc. i ue Jut o l c:uo:o i LUG i rage i ID:193QGW BBpX3jRl87zeOm7kz57ad-LiGsOxr7SVyb5YCjpF4vKk_EeXhCBoimmaa66nz_o7Q 4- It- 6-3-0 11-11-12 19-0-0 20.8-0 27-8-4 33-5-0 39-8-0 Ai-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 1-4-0 5x6 = _ 6.00 12 5x6 — ST1.5x8 STP= 3x4 = ST1.5x8 STP= 6x8 3.00 12 6x8 15-7-7 19.1 1-7 Scale=1:75.1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CS1. TC 0.90 BC 0.86 WB 0.70 Matrix-SH DEFL. in (loc) Vdefl 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: 218lb 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— 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=-4678/2623, 3-4=-4460/2503, 4-5=-2621/1685, 5-6=-1866/1397, 6-7=-2621/1685, 7-8=-4460/2503, 8-9= 4678/2623 BOT CHORD 2-16=-2192/4471, 15-16=-1473/3093, 13-15=-740/1864, 12-13=-740/1862, 11-12=-1473/2962, 9-11— 2192/4181 WEBS 4-16=-695/1675, 4-15— 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=401`1; 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 15-0-6, Exterior(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific - to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using 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 810 lb uplift at joint 2 and 810 lb uplift at MTek USA, Inc. FL Cart 6634 joint 9. 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117PIr 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 oty Ply 1820 A BLK ' T24590030 2814528 A03 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant Ulty, FL - 33567, 8.43U s Jun 2 ZUZ1 MI I eK Inousmes, Inc. I ue Jul b 12:Ut7:b2 ZU21 rage i „ I D:1930GW BBpX3j Rl87zeOm7kz5lad-pvgEbHdDp4SiinvNybBtxXRtxl 6wCEv?EJgeDz_o7P ri-4-q 6-3-0 11-11-12 17-0-0 22-8-0 27-8-5 33-5-0 39.8-0 ¢1-0-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 12 5x6 = Sx8 = ST1.5x8 STP = ST1.5x8 STP = 5x8 3.00 12 5x8 ZZ 8-8-0 8-8-0 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 FBC20201TP12014 CSI. TC 0.80 BC 0.88 WB 0.94 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud 0.53 11-12 >891 240 -0.7911-12 >590 180 0.49 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 235 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD . Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 2x4 SP No.3 , WEBS 1 Row at midpt 6-14 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max Uplift 2= 81 O(LC 10), 9=-81 O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4846/2901, 3-4=-4578/2723, 4-5=-2453/1692, 5-6=-2150/1604, 6-7=-2451/1691, 7-8=-4578/2723, 8-9=-4846/2901 BOT CHORD 2-15=-2453/4599, 14-15=-1599/3074, 12-14=-998/2148, 11-12=-1599/2984, 9-11=-2453/4352 WEBS 3-15=-261/317, 4-15=-775/1762, 4-14=-1183/761, 5-14=-394/792, 6-12=-394/816, 7-12— 1111/761, 7-11=-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 Extepor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 81 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 6,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is.based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. 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 ANSLITPlf 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 1B20 A BLK ' T24590031 2814528 A04 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 12:08:53 2021 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-H5NcpdsN_6CJKsM6xg6NQ93cFLOUfl?3Eu3DBfz_o?O r1-4-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 A7-0-Q 1-4-0 5-11.1 3-7-9 5-5-7 4.10-0 4-10-0 5-5-7 3.7-9 5-11-1 14-0 Scale=1:75.1 6.00 12 5x6 = 3x4 = 5x6 — 19 6 20 7 ST1.5x8 STP = ST1.5x8 STP = 5x12 3.00 12 5x12 zz 8-8-0 15-0.0 24-8.0 31-0-0 39-8-0 8-8-0 6-4-0 9-8-0 6-4-0 8-8.0 Plate Offsets (X,Y)-- [2:0-0-3,1-11-7], [2:0-3-7,Edge], [4:0-3-0,0-3-0], [5:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-0-3,1 -11 -7], [10:0-3-7,Edge], [12:0-3-8,0-5-0], [16:0-3-8,0-5-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 FBC20201TP12014 Matrix-SH Weight: 237lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 -Except` 14-16,12-14; 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, 10=0-8-0 Max Horz 2=335(LC 9) Max Uplift 2=-810(LC 10), 10=-810(LC 10) Max Grav 2=1791(LC 15), 10=1791(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 ocpurlins. BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. WEBS 1 Row at midpt 4-15, 8-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5703/2964, 3-4=-5526/2858, 4-5=-3211/1882, 5-6=-2872/1788, 6-7=-2776/1788, 7-8=-3105/1882, 8-9= 5278/2858, 9-10=-5465/2964 BOT CHORD 2-16=-2507/5375, 15-16=-2095/4637, 13-15=-1368/2990, 12-13= 2095/4197, 10-12=-2507/4901 WEBS 4-16=-587/1599, 4-15=-1857/965, 5-15=-495/1140, 7-13=-495/1148, 8-13=-1751/965, 8-12=-5B7/1485, 6-15=-332/201, 6-13=-332/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 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 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ' to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 10 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 810 lb uplift at joint 2 and 810 lb uplift at joint 10. 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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 A BLK T24590032 2814528 A05 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 12:08:55 2021 Page 1 I D:193QGW BBpX3j RI87zeOm7kz5?ad-EUVM EI udW kS1 Z9W U258rVa9xl91 L7cpLhCYKFY7_o?M r1-4-q 6-8-0 13-0-0 19-10.0 26-8-0 33-0-0 39.8-0 f11-0-Q 1-4.0 6-8-0 6-4-0 6-10-0 6-10-0 6-4-0 6-8-0 1-4-0 Sx6 = 6.00 12 3x4 = 5x6 — 4 17 18 5 19 206 Scale=1:75.1 ST1.5x8 STP = ST1.5x8 STP = 6x8 % 3.00 12 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/TP12014 LUMBER - TOP CHORD 2x4 SP M 31 'Except' 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 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) 6x8 zZ CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.89 Vert(LL) 0.5511-13 >845 240 MT20 244/190 BC 0.91 Vert(CT) -0.8911-13 >526 180 WB 0.76 Horz(CT) 0.57 8 n/a n/a Matrix-SH Weight: 190 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4722/2949, 3-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 6-7=-4466/2806, 7-8=-4722/2949 BOT CHORD 2-14=-2492/4340, 13-14=-1444/2714, 11-13=-1702/3110, 10-11=-1444/2714, 8-10=-2492/4222 WEBS 3-14=-282/338, 4-14— 985/1859, 4-13=-142/522, 5-13— 394/275, 5-11— 394/275, 6-11=-142/522, 6-10— 985/1749, 7-10=-292/338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, 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, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 A BLK T24590033 2814528 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 12:08:56 2021 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-ig3lRevGH1 auBJ5hcof4l nh5pYOSs6ZVwsHtn_z_o?L r1-4-Q 5-11-1 11-0-0 17-0.0 22-8-0 28-8.0 33-8-15 39.8-0 A7-0-Q 1-4-0 5-11-1 5.0-15 6-0-0 5-B-0 6-0-0 5-0-15 5-11-1 1.4-0� 5x6 = 2x4 II 5x6 = 4 18 19 b b 20 21 7 5x6 = Scale=1:73.6 ST1.5x8 STP = ST1.5x8 STP= 6xB 3.0D 12 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 No.2 BOT CHORD 2x4 SP No.1 'Except' 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= 810(LC 10), 9= 810(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) 6x8 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.94 Vert(LL) 0.6812-14 >689 240 MT20 244/190 BC 0.86 Vert(CT)-0.9712-14 >481 180 WB 0.54 Horz(CT) 0.57 9 n/a n/a Matrix-SH Weight: 209 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-11-8 oc bracing. 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 Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Intedor(1) 32-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ir) 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 810 lb uplift at joint 2 and 810 lb uplift at joint 9. 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. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPII 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 A BLK T24590034 2814528 A07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, B.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 12:08:57 2021 Page 1 ID:193QGW BBpX3j Rl87zeOm7kz5?ad-Asd7f_vu2LilpTgtAVBJa?El3ygJbZKe9 W 1 RKRz_o7K rl-4-q 4-6-5 9-0-0 15-10-8 23-9-8 30-8-0 35-1-11 39-8.0 f31-0-Q 1-4-0 4-6-5 4-5-11 6-10-8 7-10-15 6-10-8 4-5-11 4-6-5 1-4-0 Scale=1:73.6 5x6 = _ 3x4 = Sx8 5x6 = 6.00 12 4 21 2223 5 6 2425 26 7 3x4 i 3x4 m 0 3 20 827 N 19 28 0 m 2 17 164 1514 13 12 9 0 0 1 15x6 8 10 m c5 3x4 = 3x6 = 3x4 = 5x6 = 11 Io ST1.5x8 STP = 2x4 11 3x4 = 2x4 11 ST1.5x8 STP = 4x6' 3.00 F12 46 8.8-0 12-8-0 12- -14 19-10.0 26-0-0 31-0-0 35-1-11 39-8-0 4-6-5 4-1 101 4-0-0 0- -14 7-1-2 6-2-0 W. 4-1-11 4.6-5 Plate Offsets (X 1)-- [2:0-3-14 Edge] [4:0-3-0 0-2-0] [6:0-4-0 0-3-0] [7:0-3-0 0-2-0] [9:0-3-14,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 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/1.90 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/TP12014 Matrix-SH Weight: 191 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 15-16,13-15. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS.. All bearings 0-8-0 except Qt=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 joints) 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=-74/6B8, 6-7=-307/675, 7-8= 470/228, 8-9=-1055/524 BOT CHORD 2-18=-251/931, 17-18=-257/935, 16-17=-28/292, 15-16=-301/136, 13-15= 391/248, 12-13=0/331, 11-12=-323/894, 9-11=-317/890 WEBS 3-17=-553/413, 4-17— 39/401, 4-16— 951/598, 5-16=-787/686, 5-15=-513/208, 6-15=-487/295, 7-12=-58/372, 8-12=-542/404, 6-13=-766/671, 7-13=-961/665 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=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 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, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using 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 Daoe 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 ANSI/TPII Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1820 A BLK T24590034 2814528 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 12:08:57 2021 Page 2 ID:193QGW BBpX3j Rl87zeOm7kz5?ad-Asd7f_vu2LilpTgtAVBJa?El3ygJbZKe9W 1 RKRz_o?K LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 2-17=-20, 12-17=-20, 9-12= 20 4) Dead + 0.6 C-C Wind (Pos. Intemal) 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. Intemal) 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. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-23=45, 23-26=26, 7-26=16, 7-9=31, 9-10=21, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-21=16, 21-24=26, 7-24=45, 7-9=13, 9-10=42, 2-17- 10, 16-17- 10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-26, 2-4=-36, 4-7- 16, 7-9=5, 9-10=15, 2-17- 20, 16-17= 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. Intemal) 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. Intemal) 1 st 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. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) 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=251 9-10=53 12) Dead + 0.6 MWFRS Wind (Neg. Intemal) 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=-51 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Intemal) 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=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) Dead + 0.75.Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13m-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=-371 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-7, 2-4=1, 7-9- 1, 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2= 7, 2-4=1, 7-9=-1, 9-10=7 © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSN?PI1 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 A BLK T24590035 2814528 AO8 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 12:08:58 2021 Page 1 ID:193QGW BBpX3j Rl87zeOm7kz5?ad-e3BVsKwW pfgcQdE3kDiY7CmSZM4eKwhoNAm_stz_o?J r1-4-q 7-0-0 12-3-1 16.0-8 19-10-0 22-5-14 26-3-5 32-B-0 39-8-0 Al-0-Q r4-0 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 = 2x4 11 5x6 = 5xl2 = 5x6 MOT = 3 18 19 4 2021 22 5 23 246 25 7 26 827 28 29 9 ST1.5x8 STP = 3x6 3.00 12 3x8 = 12-3-1 12.6-0 19-10-0 [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-4-0,0-2-8], [10:0-4-7,Edge], [1 7-1-8 ST1.5x8 STP= 5x6 Scale=1:73.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.86 Vert(LL) 0.24 14-16 >709 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.27 14-16 >635 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix-SH Weight: 179 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. 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 Qt=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. 11; 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. 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. 7) Bearing at joint(s) 2, 10 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. MiTek USA, Inc. FL Cart 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 2, 445 lb 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 Continued on Dace 2 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 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 A BLK T24590035 2814528 A08, SPECIAL 1 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MITeK Industries, Inc. I ue Jul 5 12:08:5U 2021 rage z ID:193CiGW BBpX3j R187zeOm7kz5?ad-e3BVsKwW pfgcCidE3kDiY7CmSZM4eKwhoNAm_stz_o?J 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 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 Ito up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb.down and 197 lb up at 19-0-12, 111 Ito down and 197 lb up at 20-7-4, 111 lb down and 197 Ito up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 Ito up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30-7-4, and 175 lb 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 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6.4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) - Vert: 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(B) 20=-111(B) 22=-111(B) 23=-111(B) 24=-111(B) 25= 111(B) 26=-111(B) 27=-111(B) 28=-111(B) 29=-111(B) 30- 46(B) 31=-46(B) 32=-46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 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: 3-4- 0, 8-28=0, 9-28=0 Concentrated Loads (lb) Vert: 3=130(B)7=156(B)9=257(B)17=108(B)15= 23(B)12=108(B)18=136(B)19=136(B)20=136(B)22=156(B)23=156(B)24=156(B)25=156(B)26=156(B) 27=156(B) 28=156(B) 29=165(B) 30=-23(B) 31=-23(B) 32=-23(B) 33=-23(B) 34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=-23(8) 39=-23(B) 40= 23(B) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-19=16, 8-19=26, 8-9=45, 9-10=13, 10-11=42, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 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) 38=-23(B) 39=-23(B) 40=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 26, 2-3=-36, 3-9- 16, 9-10=51 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 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=451 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) 38=-23(B) 39=-23(B) 40=-23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11= 5, 2-17= 20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10= 2, 10-11=9 Concentrated Loads (lb) Van: 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(6) 34=-13(6) 35=-13(B) 36=-13(B) 37- 13(B) 38=-13(B) 39- 13(B) 40- 13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on Daae 3 ® 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 OF a truss system. Before use, the building designer must verify the appllcability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSLITP11 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 A BLK T24590035 2814528 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 12:08:58 2021 Page 3 I D:193QGW BBpX3)Rl87zeOm7kz5?ad-e3BVsKwW pfgcQdE3kDi`f7CmSZM4eKwhoNAm_stz_o?J LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9- 16, 9-10- 16, 10-11=-5, 2-17=-20, 16-17=-20, 13-16=39(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=45, 9-10= 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) 38=-13(B) 39=-13(B) 40=-13(B) 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:lncrease=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=-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=-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) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1820 A BLK T24590036 2814528 B01 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 12:08:59 2021 Page 1 I D:193QGW BBpX3j RI87zeOm7kz5?ad-6Flt3gx8ayyT2npGHwDnfQJhemTi3PwxcgW YOJz_o?I 1-4 0 8-6-0 11-10-0 19-6-0 27-8-0 29-0-0, 1-4-0 8-6-0 3-4-0 7-8-0 B-2-0 1-4-0 cm 01 0 7-10-0 4x6 = 4 ST1.5xB STP= 7x10 = 3x4 3x6 11 Scale=1:56.9 m O Iq -o O & 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 FBC2020lrP12014 CSI. TC 0.58 BC 0.69 WB 0.82 Matrix-SH DEFL. in Vert(LL) 0.37 Vert(CT) 0.31 Horz(CT) -0.01 (loc) Vdefl Ud 2-10 >254 240 2-10 >298 180 9 n/a n/a PLATES GRIP MT20 2441190 Weight: 1451b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc puffins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. 2-10: 2x4 SP M 31, 3-9: 2x4 SP No.2 WEBS 2x4 SP No.3 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 Gram 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, 9-10— 1045/1168, 3-10=-421/477, 6-8=-356/850 WEBS 4-10=-714/367, 4-8=-441/807, 5-8— 504/509 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=451t; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -14-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Intedor(1) 15-9-10 to 25-0-6, Exterior(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.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 373 lb uplift at joint 2, 653 lb uplift at 4 joint 9 and 465 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 - 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 A BLK T24590037 2814528 B06 GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant uny, t-L), mans city, rL - ddbbf, 0.90u b oul1 < —1 ­1 wN II1—tiIwo, ..— . uo — � ­­.... �. "Le_ , ID:193QGWBBpX3jR187zeOm7kz5?ad-aRIFHOymLG4JgxOSrekOCdstcAnBorv4rUF5wlz o?H 1-4-0 B-6-0 11-10-0 21-9-6 27-8.0 29-0-0 1-4-0 8-6-0 3-4-0 9-11-6 5-10-10 1-4-0 4xB II 2x4' II 8 2x4 II 6.00 12 7 �\� 9 3x4 II 2x4 11 6 10 2x4 II 32 9 2x4 II 5 11 2x4 11 3x4 4 0 3x8 I I 2 313 28 3x10 11 m 2 .4 3x8 11 all 04, g-0-g 17 26 25 4 4x8 41 5x12 2x4 11 2x4 11 Pi p 22 21 20 19 ST1: x8 STP = 2x4 11 2x4 11 2x4 1 3x4 = 20.0-0 6x8 = 2x4 'I I Scale = 1:60.8 3x4 12 2x4 13 3x4 14 33 15 o 1614 -o N STt.5x8 STP= 4x8 11 34= 27-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.16 26 >595 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.25 15-17 >919 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.03 23 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-24: 2x6 SP No.2 JOINTS 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(LC 10) Max Grav 2=358(LC 19), 23=1097(LC 1), 15=890(LC 16) 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=7453/1108 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 Weight: 195 lb FT = 20% Structural wood sheathing directly applied or 4-8-0 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 28, 29, 30 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) -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 DOLml.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 ANSVTPI 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 20.0psf 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. 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 Cert 6634 6904 Parke East Blvd. Tampa FL 336,10 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 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 WOW 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 . ANSf?p/1 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 IB20 A BILK T24590038 2814528 CiV SPECIAL 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. I ue Jul ri lz:u,4:u1 zuzl rage 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-2eseUMyO6aCA15zePLFFkr07cZIUXVBE48?eTCz_o?G -1-4-0 0-11-4 1-4.0 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 2 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Scale =1:7.6 1Cn Io Ia oa PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=74(LC 10) Max Uplift 3=-38(LC 1), 2=-200(LC 10) Max Grav 3=63(LC 10), 2=169(LC 1), 4=17(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & 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 38 lb uplift at joint 3 and 200 lb uplift at joint 2. Joaquin Velez PE No.69192 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 ANSI/Tpl1 Quality Criteria, DSO-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 A BLK T24590039 2814528 C3V SPECIAL 4 1 Job Reference (optional) Builders FirstSource (Plant Gity, FL), Plant Gty, FL - 33567, 6.43U s Jun 2 zuzi MI I eK Inousines, Inc. i ue Jul o rZ;Ue;uz eue I rage i ID:193QGWBBpX3jR187zeOm7kz5?ad-XgQOiizOttLivEYgz3mUH2xGrzd6GyRNlokC?ez o?F -1-4-0 2-11-4 1.4.0 2-11-4 ST1.5x8 STP = LOADING (pso SPACING- 2-0=O CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.00 2 4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=128(LC 10) Max Uplift 3=-45(LC 7), 2=-187(LC 10) Max Grav 3=56(LC '15), 2=214(LC 1), 4=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.7 r` m vi ro 66 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20 Structural wood sheathing directly applied or 2-11-4 oc pudins. 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 45 lb uplift at joint 3 and 187 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 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSU?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 Job Truss Truss Type City Ply 1820 A BLK T24590040 2814528 C5V SPECIAL 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant Gity, FL - 33567, tl.43U s Jun z zuzi mi I eK inausines, Inc. I ue JUI o IZ:UJ:UZ ZUZ I rage i I D:193CiGW BBpX3j Rl87zeOm7kz5?ad-XgQOiizOttL1 vEYgz3mUH2xDwzbGGyRN1okC?e2_o?F -1-4-0 4-11-4 1-4-0 4-11-4 Scale=1:17.6 ST1.5x8 STP= Plate Offsets (X Y)-- [2:0-4-7 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=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. (Ib) - 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 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 Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl/ 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 A BLK T24590041 2814528 D01 Common 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.43U s Jun 2 2U21 Mi I eK Inausmes, Inc. I ue Jul b I2:Ua:U3 2Un rage i ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-?O_Ovl_feBTuXO71 WmHjgGUPBNml?MTXXSUIX4z_o?E -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 a 4x4 = 4x4 = 5x8 = Scale=1:36.5 4x4 = w Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 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 FBC20201TP12014 Matrix-SH Weight: 90 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc puffins. 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 Gram 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., GCpf=0.18; MWFRS (directional) and C-C Extedor(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, Exterior(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 - 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/TP11 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 A BLK T24590042 2814528 D02A GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2u21 rim I ek Industries, inc. I ue dui b i 2:09:08 202i rage i ID:193QGW BBpX3j RI87zeOm7kz5?ad-L_nHyl2nSj5Bd9?_JJtuXJBJCOgDgfXGhj BW Dlz_o?9 -1-4.0 10-0.0 20-0-0 21-4-0 1-4-0, 10-0-0 10-0.0 1-4-0 a 44 = 2u lu its 1/ 10 ra 14 - 2x4 11 2x4 11 2x4 11 5x6 — 2x4 11 2x4 11 2x4 11 Scale = 1:37.5 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 L/d 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 ]nor YES WB 0.09 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2020fFP12014 Matrix-SH Weight: 105lb 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 6-0-0 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 joint(s) 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: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. II; 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 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 requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 Do. 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 used 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 be 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 Gt=lb) 2=175, 12=175, 20=129, 14=129. Joaquin Velez PE No.68182 M]Tok USA, Inc. FL Cott 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 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 Mffek° 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 ANS11TPI1 Quality Criteria, OSS-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 Qty Ply 1B20 A BLK T24590043 2814528 E7V SPECIAL 7 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s .lun z 202i not t ex incuslnes, inc. i ue Jul o r 2.09. i o cuc r rage r • ID:193QGW BBpX3j RI87zeOm7kz5?ad-ixbA?S6wHGjTkxuy6tT3ENu5tPGuLw9?q?vHuV2 _o?4 1-4.0 7-0.0 1-4-0 7-0.0 Scale=1:23.2 ST1.5x8 STP = Plate Offsets (X Y)-- [2:0-4-7 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.53 Vert(LL) -0.12 2-4 >674 240 MT20 244/190 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 FBC2020lrP12014 Matrix-P Weight: 25lb 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: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & 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 100 lb uplift at joint(s) except Qt=lb) 3=184, 2=204. Joaquin Velez PE No.66182 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 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to 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 ANSYTP11 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 A BLK' T24590044 2814528 E7VP SPECIAL 7 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, U.43U s Jun z zuzi not I eK inausrnes, Inc. I ue aui o izwu; I v zuz i rage i • ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-A89YDo6Y2ZrKL4TBga_ImaRGopeQ4NP83fegQyz o?3 1-4-0 7-0-0 1-4-0 7-0-0 Scale = 1:23.3 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.52 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/TP12014 Matrix-P Weight: 31 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=303(LC 10) Max Uplift 3=-181(LC 10), 2=-327(LC 10), 4=-102(LC 6) Max Grav 3=204(LC 15), 2=346(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 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; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 100 lb uplift at joint(s) except Qt=lb) 3=18112=327, 4=102. 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 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 ANSLITP11 Quality Criteria, DSO-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 11120 A BLK T24590045 2814528 H7V SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33557, C.43U s uun z zuzl m1 I eK Inausmes, Inc. i ue uu o i zva; I a zuc r rdye I D:193QGW BBpX3j RI87zeOm7kz5?ad-eKiwQB7AptzBzE2KDHVXJo_RgDxpplTI IJOOyOz_o?2 1-10-10 5-4-1 9-10-1 1-10-10 5-4-1 4-6-0 3x4 ST1.5x8 STP= 5.4-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 6-7 >999 240 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 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=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 Scale=1:22.9 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20 Structural wood sheathing directly applied or 5-9-14 oc purlins. Rigid ceiling directly applied or 6-11-4 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord 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 atjoint(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 (jt=lb) 4=166, 2=272, 5=161. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67lb 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 Ib 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 m N 0 0 cb cb Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 6,2021 Continued o a e 2 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 andlor chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 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 A BLK T24590045 2814528 1-17V SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.43U s Jun Z ZUZI MI I eK mausines, Inc. I ue Jul 6 1Z:U`J:1 b ZUei rage Z ID:193QGW BBpX3jR187zeOm7kz5?ad-6W GJeU8oaB52bOdXn?Omr?W cQcH2YCjRW z7xVgz_o?1 LOAD CASE(S) Standard Concentrated 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSI)TP/r Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 14_1 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-yid. - -I- For 4 x 2 orientation, locate plates 0- 1/ ' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 0 cc O U IL 0 I— Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 7 O 2 U a. 0 H JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. AL General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing; or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord'with ANSI/TPI 1: " Plate location details available in MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted, moisture content of lumber NUMBERS/LETTERS. shall not exceed 19% at time of fabrication. software or upon request. 9. Unless expressly noted, this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant, preservativetreated, or green lumber. ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. . 12. Lumber used shall be of the species and size, and LATERAL BRACING LOCATION in all respects, equal to or better than that specified. Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 13. Top chords must be sheathed or purlins provided at by text in the bracing section of the truss unless otherwise shown. Spacing indicated on design. output. Use T or I bracing 14. Bottom chords require lateral bracing at 10 ft. spacing, if indicated. Lumber design values are in accordance with ANSI/TPI 1 or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others., 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but © 2012 MITek@) All Rights Reserved 17. Install and load vertically unless indicated otherwise. reaction section indicates joint number where bearings occur. 18. Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. ��� environmental, health or performance risks. Consult with HEproject engineer before use. Industry Standards: 19. Review all portions of this design (front, back, words n Specification for Metal and pictures) before use. Reviewing pictures alone ANSI/TPI1: National Design P is not sufficient. Plate Connected Wood Truss Construction. W1 . DSB-89: Design Standard for Bracing. a 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSIfrPI 1 Quality Criteria. Guide to Good Practice for Handling, MiTek 21.The design does not take into account any dynamic ° Installing & Bracing of Metal Plate or other loads other than those expressly stated. Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 5/19/2020