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HomeMy WebLinkAboutTruss✓> U U CJ1 -- v CD CJ5r:a 0 7.. 0 6, 0 5,..;; b 4 ... 0 1 C=4a CD a0 O do- 1 '� C:) 1 0 1 CD 1 0 - 1 9 o a 1..,.� b o, -Al ,. 8'-1" CLNG 36' 0" 32' Orr w w W W w L 2 0 o - A3 0 r t CJ1 U W M M M co w w w w ATTIC BOX STORAG 1�,=�1CJ1 CJ1 W N o B 0 O O - d' B N O � CD....:..:::: B 0 B 0 CD CJ1 M M M M fM M M w LU w w w w v 20' O" Hutch L CAUTION!!! DO 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. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB, DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of ';Fault Without Prior Notification By:Customer Within 48 Hours And Investigation By Builders FirstSource. NO EXCEPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. DI_ g � �•. pp '{Er.. al"''�,rti`, �'s�s'nT LUCIE PROP CODE ST. LU,%-. ZEITZ BO s MODEL: MODIF-ANTIQUA PPROVED ❑ APPROVED A5 CORRECTED ADDRESS: 8217MAIDENCANE PLACE LOT F BLOCK: -- El REVISE AND RESUBMT ❑ FOR YOUR INFORMATION AND USE COUNTY: ST LUCIE ❑ INCOMPLETE SUBMITTAL ❑ NOT APPROVED Checking is only for conformance with the design concept of the Project and compliance with the information given in the Contract Documents. Contractor is responsible for dimensions to be CITY: PORT SAINT LUCIE DRAWN BY: JL -- confnr,ed and correlated at the job site; for information tt at pert;lns. solely to the fabrication processes or to t chri tMilip(icQ%liruction; and for q coordination of ihall Ben JOB # : 2669762 $GALE`. NTS' D REVISIONS: Z _ * ZTATE OF Q8 AIAI 2. 3 MAIN WIND FORCE RESISTING SYSTEM/C-C HYBRID WIND ASCE7-10 if 'IMPORTANT 4. ENCLOSED This Drawing Must Be Approved And EXPOSURE CATEGORY C Returned Before Fabrication Will OCCUPANCY CATEGORY II Begin. For Your Protection Check All WIND LOAD 160 MPH Dimensions And Conditions Prior To "TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF Approval Of Plan. BOTTOM CHORD LIVE LOAD NONCONCURRENT WITH ANY OTHER LIVE LOADS SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE ROOF LOADING FLOOR LOADING BEEN ACCEPTED. TCLL: 20 PSF TCLL: PSF TCDL: 07 PSF TCDL: PSF BCDL: 10 PSF BCDL: PSF ify Date TOTAL: 37 PSF TOTAL: PSF DURATION: 1.26 DURATION: l 32' 0° 36' 0" 4' 0" - oll IN ON 1� �I 1 1 1� �I 1° 1 1 �1 1 �I 0 a w w a I-+ w a w a 20' 0" IIL 36' 0" Hatch Legend mm 8'-l"A.F.F TRUSS END DETAIL MUMS CUTOVERHNIG 6� .-1a• NEEL HEIGHT _ MAIN WINO JPANCY CATEGORY N Be91w ForAND"UPMENNIONS rotection Check AO I LOAD ISO MPH Dimensiond CandIUl Pdar To SSES HAVE BEEN DESIGNED FOR A 10.0 PSF roval O1 PI,, 'OM HAVE LWE LOAD NONCONCURRENT WITH SIGNATURELOW IDICATES ALL OTHER WE LOADS NOTES HAVE ROOF LOADING FLO0R LOADING BEEN ACCEPTED. TOLL: 20 PSF I TOLL PSF TCDL OT PSF TCDL' PSF BCOL 10 PSF BCOL PBF By TOTAL OT PSF TOTAL'- PSF DURATION: 1.25 DURATION: CAUTIONM DD NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-Bt SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. P . 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) UPUFT AND GRAVITY REACTIONS. WARNING BackcHar9e4 WBI Not Be AccePlea Re0ardle4s of Fault Without Prtor NotlHca9on By Customer Wi 4B Havm A a FlS.— By By t Bu0den NO EXCEPTIONS. Tha General CSAVacbr is Responsihk For All Connec0ona Other Than Truss BUILDER: PORT SAINT LUCIE PROP RES: zEITZ MODEL:' MODIF-ANTIQUA ADDRESS: 0217 MAIDENCANE PLACE LOTI BLOCK: — COUHTY: 9T LUCIE CITY: PORT SAINT LUCIE DRAWN BY: JL JOB 0: 2569T63 GATE: 12RL20 SCALE: IS REVISIONS: 1. 2. 2. 4. Fu� e 701 S. NINGS HIGHWAY FORT PIECE, FL U945 PR (T/2) - 461 U75 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: 2569762-PSLP-ZEITZ - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: PORT SAINT LUCIE PROPERTIES Project Name: ZEITZ Model: . Lot/Block: . Subdivision: . Address: 8217 MAIDENCANE PLACE,. City: PORT SAINT LUCIE 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 29 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T22267541 Al 12/23/20 2 T22267542 A2 12/23/20 3 T22267543 A3 12/23/20 4 T22267544 A4 12/23/20 5 T22267545 A5 12/23/20 6 T22267546 A6 12/23/20 7 T22267547 A7 12/23/20 8 T22267548 A8 12/23/20 9 T22267549 B1 12/23/20 10 T22267550 B2 12/23/20 11 T22267551 B3 12/23/20 12 T22267552 B4 12/23/20 13 T22267553 B5 12/23/20 14 T22267554 B6 12/23/20 15 T22267555 CJ 1 12/23/20 16 T22267556 CJ3 12/23/20 17 T22267557 CJ5 12/23/20 18 T22267558 CJ31 12/23/20 19 T22267559 CJ51 12/23/20 20 T22267560 EJ2 12/23/20 21 T22267561 EJ3 12/23/20 22 T22267562 ER 12/23/20 No. Seal# Truss Name Date 23 T22267563 EJ21 12/23/20 24 T22267564 EJ71 12/23/20 25 T22267565 HJ2 12/23/20 26 T22267566 HJ3 12/23/20 27 T22267567 HJ7 12/23/20 28 . T22267568 HJ72 12/23/20 29 T22267569 V1 12/23/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Fort Pierce). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. 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, andwas 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. 00�QUIN 8182 00 74 * = :0 STAT E OF : IJ/ •. &/O N AL E%.%11111111 `. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply T22267541 2569762-PSLP-ZEITZ Al Common 13 1 Job Reference (optional) r,.a n.,.. oa 00•nc•04 2020 Pa ..o 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 0.4ou s I— — cucu , 1I an uww uau,, ,nc. -, -- •- ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-SZvCB6_Usg2P63SUrdcy6TTWvS_OWX8zlOsajy6714 8 2 15 16-M , 23-9-1 , 32-0-0 33-0-q }7' —0 q 1-0-0 8-2-15 7-9-1 7-9-1 8-2-15 1-0 0 �I 0 46 = 6.00 12 Scale = 1:57.0 ST1.5x8 STP = 10 a " J I I.oxo a I r- 4x6 = 2x4 II 5x8 = 2x4 II 4x6 = 7-9-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.12 2-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.27 2-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.17 2-10 >999 240 Weight: 153 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 BOT CHORD Rigid ceiling directly applied or 5-8-12 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-9, 3-9 REACTIONS. (size) 2=0-7-10, 6=0-7-10 Max Horz 2=-369(LC 10) Max Uplift 2=-649(LC 12), 6=-649(LC 12) Max Grav 2=1232(LC 1), 6=1232(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2055/1214, 3-4=-1389/972, 4-5=-1389/972, 5-6=-2055/1214 BOT CHORD 2-10=-896/1881, 9-10=-89711877, 8-9=920/1735, 6-8=-919/1739 WEBS 4-9=-443/788, 5-9=818/575, 5-8=0/341, 3-9=-817/576, 3-10=0/341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 16-0-0, Exterior(2) 16-0-0 to 22-M, Interior(1) 22-M to 33-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 2 and 649 lb uplift at joint 6. %%`11111111111/1F', ... QUIN VF lac,,� . No 68182 0:. ST OF .'41/ Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal njury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUiPIf 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 IF 0 Job Truss Truss Type City Ply T22267542 2569762-PSLP-ZEITZ A2 Common 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 09.03.23 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?BUO-OyOzbXkFOU4mfPCrbGf41 XzgUjBjskU RQctzfby67j2 1_O_ 8-2-15 16-0-0 23-9-1 32-0-0 -0-0 8-2-15 7-9-1 7-9-1 8-2-15 46 = 6.00 12 4x6 = 2x4 11 ST1.5x8 STP = 2x4 11 4x6 = 5x8 = 8-2-15 16-7-10 23-9-1 32-0-0 8-2-15 8-4-11 7-1-7 8-2-15 Scale=1:62.0 m I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.09 2-9 >999 360 MT20 244/190 TCDL 7.0 Lumber-DOL 1.25 BC 0.55 Vert(CT) -0.21 6-7 >899 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.15 6-7 >999 240 Weight:161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 6=0-7-10, 8=0-7-10, 2=0-7-10 Max Harz 2=363(LC 11) Max Uplift 6=-180(LC 12), 8=-740(LC 12), 2=-282(LC 12) Max Grav 6=456(LC 18), 8=1560(LC 1), 2=506(LC 21) FORCES. (lb) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-508/228, 3-4=-118/507, 4-5=-104/488, 5-6=-514/256 BOT CHORD 2-9=-235/507, 8-9=-239/503, 7-8=-74/376, 6-7=-73/379 WEBS 4-8=-721/460, 5-8=-873/615, 3-8=-866/609, 5-7=0/344, 3-9=0/343 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-8, 3-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Enci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) A-0-0 to 5-0-0, Interior(1) 5-0-0 to 16-0-0, Exterior(2) 16-0-0 to 22-0-0, Interior(1) 22-0-0 to 31-8-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 6, 740 lb uplift at joint 8 and 282 lb uplift at joint 2. 1111111111/� QuIN VFW .. No 68182 10 � r STA OF CN % �1111111 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with 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 passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSifrPi1 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 T22267543 2569762-PSLP-ZEITZ A3 GABLE 1 1 Job Reference (optional) ttutioers rirsrbource (ron merce), rort rierce, rL - oyayo, ID:G D21 k_OkxBeW6ovNw51 gSNz?8u0-pXi5EZm7J PSLW txQGPDnfABQwwFG39nl6a5dFwy67j? 0- 7-5-11 8 2-1 11-8-14 16-0-0 21-0-2 25-1-12 28�-15 32-0-0 -0- 3-5-15 4-3-2 5-0-2 4-1-10 3-2-3 3-8-1 4x6 = Scale=1:71.1 6.00 12 15 d 14 17 3x6 :�- 12 19 21 3x6 8 10 23 3x6 7 24 NAIILED 4 7x1 - k I 7 1 2 1 , 1 = 4xl2 = ST1.5x8 STP = 35 38 34 39 40 41 33 42 32 43I,- Lij 31 30 3x4 —_ NAILED 3x4 — 3x4 = ST1.5x8 STP = 3x6 — NAILED NAILED NAILED 3x6 = 5x8 = NAILED NAILED NAILED 5 lil 4-1-10 3x4 25 m 26 0 0 14 28 27 3x4 = 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 0.46 Vert(LL) -0.09 22 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.13 22-29 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.03 31 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrix-SH Wind(LL) 0.10 21 >999 240 Weight: 247 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. 21-30,24-28: 2x4 SP No.3 WEBS 1 Row at midpt 15-31 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 6, 11, 13, 18 16-31: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 26=Mechanical, 31=0-7-10 Max Horz 2=363(LC 24) Max Uplift 2=-287(LC 8), 26=-129(LC 25), 31=-885(LC 8) Max Grav 2=580(LC 17), 26=292(LC 14), 31=1842(LC 1) FORCES. (lb) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-915/364, 3-4=350/501, 4-7=-285/485, 7-10=-170/437, 10-12=123/448, 12-14=-40/436, 14-15=0/448, 15-17=-0/460, 17-19=-42/463, 19-21=-82/487, 21-24=-162/511, 25-26=393/175, 3-5=-1607/821,5-6=-1607/821, 6-9=-948/574, 9-11=-948/574, 11-13=-657/1257, 13-16=-657/1257, 16-18=-5091370, 18-20=-5091370, 20-22=-532/384 BOT CHORD 2-35=-642/967, 34-35=-642/954, 33-34=-753/1398, 31-33=-993/980, 30-31 =-1 833/1052, 22-30=-571/368, 24-29=-29/280, 26-27=-99/300 WEBS 16-31=-1246/582, 15-16=-547/149, 22-24=-626/311, 27-29=-98/324, 25-29=-271/208, 3-34=-263/563, 6-33=-746/486, 11-33=-108/361, 11-31 =-1 735/997, 16-30=-1085/1914 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 287 lb uplift at joint 2, 129 lb uplift at joint 26 and 885 lb uplift at joint 31. 12) Graphical Purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OPQtUIN VF�� 0 , . GENS . ��♦♦i No 68182 ST OF '�/ �� • �p N A` e,%%% Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. " Design valid for use only with 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 Wss systems, see ANSI?PN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T22267543 2569762-PSLP-ZEITZ A3 GABLE 1 1 Job Reference (optional) no Builders FirstSource (Fort Pierce), Fort Pierce, FL - 3494b, ID: GD21 k_OkxBeW6ovNw51 gSNz?8u0-pXi5EZm7J PSLWtxQGPDnfABQwwFG39nt6a5dFwy67j? NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 lb down and 83 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard a) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-15=-54, 15-26=54, 2-30=-20, 22-29=-20, 26-28=-20 Concentrated Loads (lb) Vert: 31=-6(F) 35=-63(F) 38=-6(F) 39=-6(F) 40=-6(F) 41=-6(F) 42=-6(F) 43=-6(F) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119/2020 BEFORE USE. �6 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 applicabilitylof 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 MiTeW is always required for stability and to prevent collapse with possible personallinjury 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 T22267544 2569762-PSLP-ZEITZ A4 Hip 1 1 Job Reference (optional) inr..a n,,.. oo no•nao7 0020 oa„a 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov JV LULU IVII I Gn in uuaulca, Iii- — -� , �v ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-HjGTRvnl4iaC71 Wcg6kOBNjVMKVToXY1 LErAoMy67j_ � 0 Q 8 2 15 , 15-0 0 , 17-0-0 , 23-9-1 32-0-0 53-0-4 1-0-0 8-2-15 6-9-1 2-0-0 6-9-1 8 2 15 1-0-0 4x6 = 4x6 = 6.00 12 Scale=1:59.1 ST1.5x8 STP = 13 iz lu S 11.bxb s I H = 4x6 = 8-2-15 2x4 11 3x6 = 3x4 = 3x4 = 23-9- 2x4 II 32-0-0 4x6 = LOADING (PST) 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 Cade FBC2017/TPI2014 CS1. TC 0.86 BC 0.76 WB 0.97 Matrix-SH DEFL. in Vert(LL) -0.14 Vert(CT) -0.28 Horz(CT) 0.09 Wind(LL) 0.18 (loc) I/deft Lld 9-10 >999 360 2-13 >999 240 7 n/a n/a 2-13 >999 240 PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP Nc.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 7=0-7-10, 2=0-7-10 Max Horz 2=-348(LC 10) Max Uplift 7=-649(LC 12), 2=-649(LC 12) Max Grav 7=1232(LC 1), 2=1232(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2049/1318, 3-4=-1435/1075, 4-5=-1204/1031, 5-6=-1435/1075, 6-7=-204911318 BOT CHORD 2-13=-1030/1866, 12-13=-1031/1862, 10-12=-500/1204, 9-1 0=-1 024/1728, 7-9=-102311732 WEBS 6-10=-786/629, 4-12=-294/404, 5-10=-294/404, 6-9=0/336, 3-12=-785/629, 3-13=01336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Exterior(2) 15-0-0 to forces & MWFRS for I N VFW 25-5-13, Interior(1) 25-5-13 to 33-0-0 zone; cantilever left and right exposed ;C-C for members and reactions ��OPQU • ', • G •. shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. �� E N 8 : •�.� 1$1% i 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 :: No 68182 •: will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 7 and 649 lb uplift at * ' joint2. � • 0 : ST O FAl ss 0 N AL Joaquln Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK 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 iof 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty T22267545 2569762-PSLP-ZEITZ A5 Hip 1 [ly1 Job Reference (optional) nn.n°.no —on o— 4 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945. 8.430 s Nov au 2020 rvu I UK aruwuroa, 1110. ID:GD21k_OkxBeW6ovNw5lgSNz?8uO-D60Esao?cKgvNKg?yXmUGopvV888GVhKoYKHrFy67iy �-0 Q ;-8 15 13-0-0 19-M 20 4�i 25-6-0 29-3-10 32-0-0 $3-0-Q 1- O 6-8-15 6-3-1 6-0-0 1 4-6 5-1-10 3-9-10 2 8-6 1-0 0 i 0 5x6 = 21 5x6 = 2x4 I 22 5 6 ST1.5x8STP—_ I is - an.axcatr- 3x4 = 3x6 = 5x8 = 2x4 11 2x4 11 4x6 = 5x8 = -4-6 32-0-0 Scale=1:59.1 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 0.63 Vert(LL) -0.26 16-18 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.47 16-18 >799 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.24 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.25 8-13 >999 240 Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except* TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-16 6-15: 2x4 SP No.3, 8-14: 2x6 SP M 26, 9-12: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 10=0-7-10 Max Horz 2=304(LC 11) Max Uplift 2=-649(LC 12). 10=-650(LC 12) Max Grav 2=1270(LC 17), 10=1251(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2083/1461, 3-4=-1860/1353, 4-5=-1370/1155, 5-6=-1873/1524, 6-7=-1985/1427, 7-8=-2991/2047, 8-9=-469/429, 9-10=-1313/887 BOT CHORD 2-18=-1178/1998, 16-18=-698/1447, 13-14=-1751/2734, 8-13=-1746/2726, 10-12=-533/829 WEBS 3-18=-401/505, 4-18=-312/630, 5-16=-812/577, 14-16=-685/1619, 5-14=-1036/1432, 7-14=-11981897, 7-13=-153/446 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 13-0-0, Exterior(2) 13-0-0 to 27-5-13, Interior(1) 27-5-13 to 33-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 649 lb uplift at joint 2 and 650 lb uplift at joint 10. OPQUIN Vj � ��� , � G E N S . � ♦♦�i No 68182 p.l OF i OR 10 N Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.511912020 BEFORE USE. " Design valid for use only with MITekOO 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 Welk' 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 ANSUTP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22267546 2569762-PSLP-ZEITZ A6 Hip 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 09:03:30 2020 Page 1 ID:GD21 k_OkxBeW6ovNw5l gSNz?8uO-hlyc3wpeMdym_U FBVEHjp?L?JYWH?uzT1 C3gNhy67ix r1-0-0, 6-8-15 , 11-0-0 20-4-6 2,1-0-0 25-6-0 , 29.3-10 i 32__ o 33-0-Q 1-0-0 6-8-15 4J-1 9-0-0 0-7-1 4-6-0 3-9-10 2-6-6 Scale=1:59.1 5x8 = 3x4 II 5x6 = 4 22 23 24 0 6 ST1.5x8 STP = 19 3x6 — 17 16 12 ST1.5x8 STP = 4x6 = 5x8 = 46 11 2x4 II 5x8 = 2x4 II 20-4-6 i 643-15 i 9.8-15 11-0-0 19-0-0 18-4rfi "1, 25-6-0 _ , 29-3-10 32-0-0 i 66 15 3-0-0 13.1 6-0-0 0-0 -7-1 4-6 2-6-6 1-0-03.9-10 1-0-0 Plate Offsets (X Y)— [4:0-6-0 0-2-8] [6:0-3-0 0-2-0] [8:0-0-2 0-0-2] [9:0-5-0,0-2-12], [10:04-0,0-3-11, [14:0- 4-12,0-3-81, [16:0-3-0 0-0-8] LOADING (psi) SPACING- 2�0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.21 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.39 16-17 >962 240 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.99 Horz(CT) 0.23 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.27 15 >999 240 Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-10 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 14-16 5-16: 2x4 SP No.3, 8-14: 2x6 SP M 26, 9-12: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 10=0-7-10 Max Horz 2=-261(LC 10) Max Uplift 2=-645(LC 12), 10=-643(LC 12) Max Grav 2=1240(LC 1). 10=1244(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2102/1461, 3-4=-1734/1303, 4-5=-2008/1537, 5-6=-1999/1516, 6-7=-3124/2320, 7-8=-2997/2027, 8-9=-453/431, 9-10=-1312/923 BOT CHORD 2-19=-1157/1868, 17-19=-1157/1858, 16-17=-47/257, 5-14=4351500, 13-14=-976/1823, 8-13=-1704/2725, 10-12=-557/836 WEBS 4-17=-89/295, 7-13=-540/591, 6-14=-393/580, 14-17=-773/1295,.6-13=-1036/1344, 4-14=-424/653, 3-17=-459/438 NOTES- ,,��OPQVIN VF�� II ..... �♦♦♦ 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. `� , • G E N b` .• � •N.,\ gust) .44 �'.� 0. ' '1. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 11-0-0, Extedor(2) 11-0-0 to NO 68182 19-2-10, Intedor(1) 19-2-10 to 21-0-0, Extedor(2) 21-0-0 to 29-6-6, Interior(1) 29-6-6 to 33-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. .a ' 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 i�� �• ST OF : /j/` it` will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 lb uplift at joint 2 and 643 lb uplift at 10. ♦ ,�'.� Q. �: ♦i♦ Q (� \ \�� 0 S•�• '•• •' joint � N A' E��%% 'fill Joaquin Velez PE No.68182 Welt USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss weti and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, OSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, isuite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty PIY T22267547 2569762-PSLP-ZEITZ A7 Hip 1 1 Job Reference (optional) I +A ! %A' A Dec 23 09:03:31 2020 Pane 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL-34945, o.yOu S INOV ou <U<� .,, „-us,,,a„ -•- • __-- • _ _ . ID:GD21k_OkxBeW6ovNw5lgSNz?8u0-gUV HGgG7x5dcegN3ypyMDuFrxrWkPMcGspOw8y67iw 1-0-0, 6-815 9-0-0 14.6-11 20A-6 , 23-0-0 , 25.6.0 29-3-10 , 32-0-0 P.3--Q 1-0-0 6-8-15 2-3-1 5-6-11 5-9-11 2-7-10 2-6-0 3 9 10 2 8Fi 1 00.0 Scale = 1:59.1 5x6 = 3x4 = 2x4 II 5x6 = 225 2324 6 7 ST1.Sx8 STP = 20 16 ' I — ST1,5x8 STP = 3x6 = 6x8 = 2x4 II 2x4 II Sx8 = 4x6 = 3x4 = 643-15 9-0-014-fi-11 6A-15 2J-1 -6-1 4.9-12 Plate Offsets (X Y) [4:0 3 0 0 2 0] [7:0 3 0 0 2 0] [9:0 0 2 0 0 2] 110:0-5-0 0-2-12] 111:0-4-0 - 4-6 19-0-0 1 -4 23-0-0 25-6-0 29-3-10 32-0-0 4-9-5 0-0 2-7-10 2.6-0 3-9.10 2-86 1-0.0 0-3-11 [15:04-12 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.23 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.43 16 >873 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.24 11 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.30 16 >999 240 Weight:1901b Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except` TOP CHORD Structural wood sheathing directly applied or 3-6-6 cc purlins. 4-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-5 cc bracing. Except: BOT CHORD 2x4 SP No.2 `Except* 10-0-0 oc bracing: 15-17 6-17: 2x4 SP No.3, 9-15: 2x6 SP M 26, 10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 11=0-7-10 Max Horz 2=-217(LC 10) Max Uplift 2=-645(LC 12), 11=-643(LC 12) Max Grav 2=1240(LC 1), 11=1244(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2120/1424, 3-4=-2061/1645, 4-5=-2030/1500, 5-6=-2497/1739, 6-7=-251211744, 7-8=-3110/2198, 8-9=-3014/1971, 9-10=-450/432, 10-11=-1312/937 BOT CHORD 2-20=-1107/1821, 18-20=-901/1604, 6-15=-213/266, 14-15=-1162/2117, 9-14=-1613/2732, 11-13=-5591836 WEBS 8-14=-454/462,7-15=-359/621,15-18=-1024/1892,7-14=-785/1102,5-15=-298/599, tt J1111118111. ��� VAN 3-20=-317/461, 4-18=-365/627, 5-18=-666/545, 4-20= 464/550 ♦,%Q . • ..... E •• 1 NOTES- ♦ , G N S �� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0-0 to No 68182 �: • * 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, �• 17-5-13, Interior(1) 17-5-13 to 23-0-0, Extedor(2) 23-0-0 to 31-8-3, Interior(1) 31-8-3 to 33-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 -� ; cc Z 3) Provide adequate drainage to prevent water ponding. ' :. S OF 44/ 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� O i� �•. �4 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 members. O \�♦♦♦ ♦ R G, ,� will fit between the bottom chord and any other 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 lb uplift atjoint 2 and 643 lb uplift at ��i,, �O N A%E joint 11. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with 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 Qualify 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 T22267548 2569762-PSLP-ZEITZ A8 Hip Girder 1 Jab Reference (optional) Builders FirstSource (Fort F lerce), tort Nlerce, I-L - 3494b, i1.43U S NOV 3U ZUZU mi I eK Inausines, Inc. We0 Uec Ld uy:UJ:04 LULU rage i ID:G D21 k_OkxBeW6ovNw51 gSNz?8uO-a3B7vls8QsTCT5Yyk4MfzrWih9rxxoM3yq 12WSy67it T1-0-q 7-0-0 11-0-9 15-10-15 20-4-6 25-0 0 29-3-10 32-0-0 3-0-, 1-0-0 7-0-0 4�-9 4-6-5 45-7 4-7-10 4-3-10 2 8-6 1-0-0 NAILED NAILED NAILED NAILED NAILED NAILED 6x8 = 3x4 = 3x6 = 4x6 = 4x6 = NAILED NAILED 6.00 12 3 21 422 23 24 25 5 26 27 6 7 28 29 Scale=1:59.1 8x14 MT20HS 7x10 = m 0 T ci 2 1$ I d ST1.5x8 STP = 20 30 19 31 32 18 33 17 34 35 16 8x10 = NAILED ---- 13 ST1.5x8 STP = 3x8 i 2x4 II NAILED 3x4 = 4x6 = 6x8 = NAILED 3x4 ll 2x4 ll 5x8 = NAILED NAILED NAILED NAILED NAILED 7-0-0 2-8-6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.79 BC 0.96 WB 0.64 Matrix-SH DEFL. in Vert(LL) -0.30 Vert(CT) -0.55 Horz(CT) 0.28 Wind(LL) 0.46 (loc) I/defl L/d 16 >999 360 16 >689 240 11 n/a n/a 16 >823 240 PLATES MT20 MT20HS Weight: 425lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 5-2-1 cc purlins. 3-6,6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. BOT CHORD 2x6 SP No.2 *Except* 7-16,11-13: 2x4 SP No.2, 9-15: 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 15-17: 2x4 SP No.2 WEDGE Right: 2x6 SP No.2 REACTIONS. (size) 2=0-7-10, 11=0-7-10 Max Harz 2=168(LC 24) Max Uplift 2=-1539(LC 8), 11=-1569(LC 8) Max Grav 2=2586(LC 29), 11=2604(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4997/2900, 3-4=-5806/3417, 4-5=-6312/3701, 5-7=-8889/5210, 7-8=-7050/4195, B-9=-7564/4440, 9-1 0=-1 073/711, 10-11 =-2916/1709 BOTCHORD 2-20=-2425/4462, 19-20=-2414/4435, 17-19=-3192/5860, 16-17=-372/673, 7-15=-313/936, 1875 WEBS 3-20 50 279/652,3-1929, 9 9%97/1924/1 4-19=-94799, 4 17= 358/691, 5-17=-1892/1282, ,,,%*- 0,01N V�� 15-17=3235/5934, 5-15=-1688/2887, 7-14=-2284/1181, 8-14=-1080/2003 �� , . ' G E N S ♦♦♦ NOTES- v •�' ♦♦ i 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: NO 68182 i Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 cc. Webs connected as follows: 2x4- 1 row at 0-9-0 oc. .fl 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to - $ 0 F �✓ • ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 0 3 (V 3) Unbalanced roof live loads have been considered for this design. ♦ �' _ 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. ♦i♦ �•.; R 1 0 .• \ �� 5) Provide All plates are MT2d plate prevent water se indicatedntileverleft and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 is�IV A� � �`,` 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE ND.68182 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 MITek USA, Inc. FL Cert 6634 will fit between the bottom chord and any other members. 6904 Parke East Blvd. Tampa FL 33610 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1539 lb uplift at joint 2 and 1569 lb uplift Date. at joint 11. December 23,2020 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. ®WARNING - Veriy design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE, ° Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability ofidesign 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 syslems� see ANSVTPII Quality Criteria, BSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulle 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type QtY PIY T22267548 2569762-PSLP-ZEITZ A8 Hip Girder 1 2 Job Reference (optional) on K!., on anon neiTeu b..l„ef.lnc Inc Wars nac 23 n9,03c34'2020 Pace 2 Builders FirstSource (I-ort Fierce), Fort Fierce, rr--.J9n4o, ID:GD21k OkxBeW6ovNw5lgSNz?8u0-a3B7vis8QsTCT5Yyk4MfzrWih9rxxoM3yg12WSy67it NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 313 lb down and 325 lb up at 7-0-0, and 290 lb down and 271 lb up at 25-1-12 on top chord, and 465 lb down and 354 lb up at 7-0-0, and 515 lb down and 418 lb up at 24-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard j) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-12=-54, 2-16=-20, 9-15=-20, 11-13=-20 Concentrated Loads (Ib) Vert: 3=-133(13) 6=-105(B) 8=-99(B) 20=-445(B) 14=-493(B) 21=-105(B) 22=-105(B) 23=-105(B) 25=-105(B) 26=-105(B) 28=-96(B) 29=-96(B) 30=-58(B) 31=58(B) 32=-58(B) 33=58(12i)34=-58(B)35=-58(B)36=-71(B)37=-71(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabililyef design parameters and properly Incorporate this design into the overall Additional temporary and bracing Mi W building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. permanent 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 ANSIITPll Quality Criteria, DSB-89 and SCSI Building Component Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Safety Information available from Truss Plate Institute, 2670 Job Truss Truss Type city Ply T22267549 2569762-PSLP-ZEITZ B1 GABLE 1 1 Job Reference (optional) rnr, n.,.. 91 no•nz•1a W)n Pone 1 Builders FirstSource (Tort Fierce), Fon Fierce, r-L - J4tJ40, ^�� o v- • -- ---- • -•• -. -j- -- - - ID:GD21 k_OkxBeW6ovNw51 gSNz?8u0-WSJtK _uPyTjwiPiLsV073Gb6xybiPnSLP8W9bLy67ir 1-0-0 3-0-0 10-0-0 17-0-0 20-0-0 21-0-0 ON 3-0-0 7-0-0 7-0-0 N0 1-0-0 13 4x6 = ST1.5x8 STP = NAILED NAILED NAILED NAILED NAILED •oxo o i r — 5x8 = 3x4 = 3x4 = NAILED Scale = 1:38.5 Plate Offsets (X Y) [2:0 2 0 Edge], [7:0 2 0 Edgel [10:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.06 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.14 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.07 9-10 >999 240 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-6 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 5 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 7=0-7-10 Max Harz 2=239(LC 24) Max Uplift 2=-551(LC 8), 7=-551(LC 8) Max Grav 2=953(LC 29), 7=953(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. . TOP CHORD 2-3=-1630/815, 3-4=-904/418, 3-5=-501/314, 5-6=-501/314, 4-6=-905/418, 6-7=-1634/815 BOT CHORD 2-11=-647/1578, 10-11=-647/1578, 9-10=-647/1402, 7-9=-647/1402 WEBS 3-11=0/254, 3-10=-303/213, 5-10=-151393, 6-10=-306/215, 6-9=0/254, 4-5=-42/406 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint 2 and 551 lb uplift at joint 7. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) "NAILED" indicates 3-1 Od (0.148" x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 97 lb down and 89 lb up at 3-1-12, 97 lb down and 89 lb up at 5-0-12, 97 lb down and 89 lb up at 7-0-12, 97 lb down and 88 lb up at 9-0-12, 97 lbdown and 88 lb up at 10-11-4, 97 lb down and 89 lb up at 12-11-4, and 97 lb down and 89 lb up at 14-11-4, and 97 lb down and 89 lb up at 16-10-4 on top chord, and 89 lb down and 83 lb up at 3-0-0, and 89 lb down and 83 lb up at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I nAn C.ASFrSI Standard CLUIN VF���i�� ♦ ON ......� � I No 68182 � S OF •41J • WE Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ® WARNING - Vedlydesign parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERENCE PAGE MII-7473 rev, 5/19/2020 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall a building design. Bracing indicated is to prevent buckling of individual truss we and/or chord members only. Additional temporary and permanent bracing MiTeW 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 ANSIMPI1 Quality Criteria, DSB-89 and BCSIBuilding 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 T22267549 2569762-PSLP-ZEITZ B1 GABLE 1 1 Job Reference (optional) Builders FirstScurce (Fort Pierce), Fort Pierce, FL - 34U40, LOAD CASE(S) Standard Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=54, 4-6=-54, 6-8=-54, 2-7=-20 Concentrated Loads (lb) Vert: 1 1=-63(B) 9=-63(B) 26=-6(B) 27=-6(B) 28=-6(B) 29=-6(B) 30=-6(B) 31 =-6(B) o.— a ivw ou tutu ,vu cn u' 'is T uo, u,.,. .. ID:GD21 k_OkxBeW6ovNw51 gSNz?8u0-WSJtK_uPyTljwiPiLsVO73Gb6xybiPnSLPBW9bLy67ir ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ° Design valid for use only with MiTekOO 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 ANSUTI ll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, ISuite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type QtY PIY T22267550 2569762-PSLP-ZEITZ B2 Common 4 1 Job Reference (optional) Builders FirstSource (Fart Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 Iva 1 uk iiidusuICJ, inc. "eu ucu vu.�g , ID:GD21 k_OkxBeW6ovNw51 gSNz78u0-_etFXJu ljnrnKZHXQCvMbUBFrMsg8EoVeoGi7ny671q -1-0-0 6-4-4 8-1.8 -9-5 10-0-0 11-2-11 11-10- 13-7-12 20-0-0 21-0-0 1-0-0 6-4-4 1-9-4 -7-13 1-2-11 1-2-11 -7-13 1-9-4 6-4-4 1-0-0 Scale=1:37.8 3x6 = 3xB = 3x8 = 4 6 6.00 12 2x4 II 2x4 II 3 7 15 14 16 13 8 2 9 m 101 Li L I d e e e 12 71 10 e e ST1.5x8 STP = ST1.5x8 STP = 2x4 II 3x8 MT20HS = 2x4 II 4x6 = 4xfi = 6-4.4 13-7-12 20-0-0 64-4 7-3-8 6-4-4 Plate Offsets (X Y) [5:0 3 0 Edge] - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.40 10-12 >577 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.61 10-12 >380 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) -0.30 8-10 >782 240 Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins. BOT CHORD 2x4 SP M 31 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-11: 2x4 SP No.1 WEBS 2x4 SP No.2 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Harz 2=-239(LC 10) Max Uplift 2=-394(LC 12), 8=-394(LC 12) Max Grav 2=1064(LC 18), 8=1064(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1666/606, 3-4=-1303/650, 4-5=-378/931, 5-6=-380/936, 6-7=-1301/648, 7-8=-1659/604 BOT CHORD 2-12=-348/1405, 10-12=-348/1405, 8-10=-348/1405 WEBS 4-6=-2346/1119, 7-10=0/536, 3-12=0/545 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 10-0-0, Exterior(2) 10-0-0 to 16-0-0, Interior(1) 16-0-0 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 2 and 394 lb uplift at joint 8. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ``,11111111/11�' "1..� QUIN ♦♦ , . CENS ,. No 68182 ST OFdo :•� 0 i C'? ss 0 N AL E��♦♦♦� 1111111 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTekO connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, Safety Information delivery, ail available from Truss Plate Insti ute, 2670 Craintruss Blvd. Highwa)i, Suite 203 Waldorf, MD 20601 Quality Criteria, DSa-89 and aCS/ Building Component Tampa, FL 36610 Job Truss Truss Type city Ply T22267551 2569762-PSLP-ZEITZ B3 Hip 1 1 _ Job Referenceo (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.43U s NOV 3U zuzu MI I etc moustries, Inc. Wed Lieu zo ua:w.00 4040 rage ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-SrQelfvfU5zeyjsjzwRb8hgMtmBbta?etS?FgEy67ip 9-2-8 11-10-8 --0.0 6-4-4 8.1•a 8-1 13 10-98 11-10-3 13-7-12 20-0-0 21-0-0 116-4-4 1-9-4 0- -5 1-7-0 1-0-11 1•g-4 6A-4 1-0-0 1-0-11 0-0.5 Scale = 1:36.2 4x6 = 4x6 = 3x8 = 3x8 = 4 7 2x4 I I 2x4 I I 6.00 12 14 15 8 18 17 19 16 9 1 2 10T¢ T 1 e s 13 12 11 e e ST1.5x8 STP = 2x4 II 3x8 MT20HS = 2x4 I I ST1.5x8 STP = 46 = 46 = 6-4-4 9-2 8 10-9-8 13-7-12 20-0-0 6-4-4 2-10 IN 2-10 4 6-4-4 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 0.91 Vert(LL) -0.35 11-13 >662 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.51 11-13 >453 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(LL) -0.31 9-11 >753 240 Weight: 83 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 5-6: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 2-12: 2x4 SP M 31 WEBS 2x4 SP No.2 *Except* 5-14,6-15: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 Max Horz 2=222(LC 11) Max Uplift 2=-394(LC 12), 9=-394(LC 12) Max Grav 2=1066(LC 18), 9=1066(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1701/671, 3-4=-1339/702, 4-5=-212/508, 5-6=-250/588, 6-7=-215/512, 7-8=-1336/700, 8-9=-1694/667 BOT CHORD 2-13=-385/1447, 11-13=385/1447, 9-11=-385/1447 WEBS 3-13=0/542, 4-14=-1987/1018, 14-15=-1965/1009, 7-1 5=-1 977/1014, 8-11=01534 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-2-8, Exterior(2) 9-2-8 to 19-3-5, Interior(1) 19-3-5 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Ceiling dead load (5.0 psf) on member(s). 34, 7-8, 4-14, 14-15, 7-15 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 2 and 394 lb uplift at joint 9. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. %% CLUIN 1 VF.��i�� ♦♦� ' . • G E N g • � ,��i No 68182 ?�•' ST OF :•44/ OR%C? s 0 N A1- •/111111 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date., December 23,2020 ® 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 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 chard members only. Additional temporary and permanent bracing Welk' 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 Highwa}% Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type QtY PIY T22267552 2569762-PSLP-ZEITZ B4 Hip 1 1 Job Reference o tional ha nn� nn•nc•nn 2020 Pa ,.o 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 S Nov 30 LULU 1W I C4 1,- n es, IM. V �u ID:GD21 k_OkxBeW6ovNw51gSNz?8uO-PDYOALxvOiDMB0065LT3D6mlga_3LduxKmUMk6y67in 1-0-0 7.2-8 12-9-8 20-0-0 21-0-0 1 0-0 7-2-8 5-7-0 7-2-8 5x8 = 4x6 = Scale = 1:36.3 ST1.5x8 STP = 2x4 I I 34 = 3x4 = ST1.5x8 STP = 4x6 = 4x6 = _2-8 7-2-8 5-7-0 ' 7-2-8 Plate Offsets (X Y) [3:0-6 0 0 2 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.08 2-9 >999' 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.17 2-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.03 5 n/a nla BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.12 5-7 >999 240 Weight: 85 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 5=0-7-10 Max Horz 2=-179(LC 10) Max Uplift 2=-438(LC 12), 5=-438(LC 12) Max Grav 2=788(LC 1), 5=788(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1114/774, 3-4=-9111805, 4-5=-11141774 BOT CHORD 2-9=-492/924, 7-9=491/931, 5-7=-489/905 WEBS 3-9=0/259, 4-7=0/260 Structural wood sheathing directly applied or 3-9-3 oc purlins. Rigid ceiling directly applied or 7-1-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 7-2-8, Exterior(2) 7-2-8 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chard 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 438 lb uplift at joint 2 and 438 lb uplift at joint 5. POI N' VF���i�� • ..... E NW'-. No 68182 : 13 S OF :•Jtl Z A Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING -Verify design parameters andREAD NOTES ON THIS AND INCLUDED M(rEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIITPlf 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 2569762-PSLP-ZEITZ JB5 Type Roof Special Qty T22267553 FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 09:03:40 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-PDYOALxvOiDMB0065LT3D6miMayRLbRxKmU Mk6y67in 1_0_0 5-2-8 9-2-8 12-0-0 20-0-0 1-0-M 0 5-2-8 2-9-8 8-0-0 Scale=1:36.6 46 = ST1.5x8 STP = 3x4 = 3x6 = — 3x4 — 46 = 3x6 = 5-2-8 12-0-0 20-0-0 5-2-8 6-9-8 8-0-0 Plate Offsets X,Y — 6:0-6-0,0-0-3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.11 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.24 6-7 >952 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 6 We n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(LL) 0.18 6-7 >999 240 Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT'CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-7-10, 2=0-7-10 Max Harz 2=189(LC 11) Max Uplift 6=-337(LC 12), 2=-442(LC 12) Max Grav 6=714(LC 1), 2=790(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1203/819, 3-4=-1015/811, 4-5=-9981792, 5-6=-1096/743 BOT CHORD 2-9=-59711027, 7-9=81511278, 6-7=-4801883 WEBS 3-9=-911336, 4-9=-337/260, 4-7=-559/465, 5-7=-307/575 Structural wood sheathing directly applied or 1-7-8 oc purlins. Rigid ceiling directly applied or 6-4-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 9-2-8, Interior(1) 9-2-8 to 12-0-0, Exterior(2) 12-0-0 to 18-0-6, interior(1) 18-0-0 to 19.8-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 6 and 442 lb uplift at joint 2. IN GENSF��,,♦♦♦ No 68182 �•� S OF :•V✓ ♦,IFS• .•.R\•• ���� Joaquin Velez PE No.68182 MITek USA, Inc. FLCert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®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 MITekOO 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 applicabilityHof 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'njury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 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 T22267554 2569762-PSLP-ZEITZ B6 Roof Special Girder 1 1 Job Reference o tional ., as no•nn•no ornn O­ 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34U40, Q. u . ,.Qv , ,G F._ -• •- __-- . _ _ . ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-Lcg8bl y9YJT3QK9VCmVXIXr4LNcupOWEo3zTp?y67i1 1-0.0 3-2 8 7-2-8 12-M 20-0-0 1-0 0 3-2-8 4-0-0 4-9-8 8-0-0 Scale = 1:36.6 4x6 = ST1.5X8 STP = 2x4 3X4 = 3x6 = a i i.Qxo o i r — 3x4 = 3x6 = 3x4 = LUS24 -2-8 N I$ LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.11 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.25 6-7 >913 'n/a 240 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.05 6 n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Wind(LL) 0.18 6-7 >999 240 Weight: 87 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 5-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 6=0-7-10, 2=0-7-10 Max Horz 2=189(LC 7) Max Uplift 6=-373(LC 8), 2=-603(LC 8) Max Grav 6=760(LC 1), 2=996(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1701/905, 3-4=-2197/1169, 45=-11321595, 5-6=-1195/573 BOT CHORD 2-10=-725/1521, 9-10=-736/1549, 7-9=-1096/2220, 6-7=-379/971 WEBS 3-10=-127/328, 3-9=-547/848, 4-9=-312/312, 4-7=-13601759, 5-7=-230/634 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint 6 and 603 lb uplift at joint 2. 7) Use Simpson Strong -Tie LUS24 (4-1 Odx1 1/2 Girder, 2-1 Od Truss, Single Ply Girder) or equivalent at 3-11-4 from the left end to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 231 lb down and 198 lb up at 3-2-8 on top chord, and 49 lb down at 3-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 5-6=-54, 2-6=-20 Concentrated Loads (lb) Vert: 3=-19(F) 10=-6(F) 12=227(F) P&I N VFl��i�� E NW It No 68182 :?3 •• S OF :•4U • i O •'.• 11O N A11 E ,4��� Joaquln Velez PE No.66182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5110020 BEFORE USE. Design valid for use only with MiTek a0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, nott- 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 ihiury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systertls, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlon available From Truss Plate Institute, 2670 Crain Highwa Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply T22267555 2569762-PSLP-ZEITZ CJ1 Corner Jack 12 1 Job Reference (optional) o non,. r.i,,,, an onoc MITek ind Stries Wars Den 23 09103:42 2020 Paae 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945. . 3 o �� ���� ^' " "" .. Inc"" ' '- -- ID:GD21 k_OkxBeW6ovNw51 gSNz?8uC-LcgBbl y9YJT3QK9VCmVXIXrFDNofpYKEo3zTp?y67i1 100 10-0 1-0-0 1-0-0 2x4 = ST1.5x8 STP = 1-0A 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 "'• 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Herz 2=66(LC 12) Max Uplift 3=-8(LC 1), 2=-139(LC 12) Max Grav 3=23(LC 12), 2=128(LC 17), 4=18(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:7.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 3 and 139 lb uplift at joint 2. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal'njury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, Me 20601 �.,%%*- QUIN VF���ii * GENS .1��� :• No 68182 ��• S k OF S••...•• %`%� �4 N A„E �. Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 MF MiTeW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T2226755fi 2569762-PSLP-ZEITZ CJ3 Corner Jack 2 1 Job Reference (optic nal Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 LULU MI I um nluusu IGs, MG. 8c : : bl ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-poEWoNzo Idbw2UkhmTOmrIOP6n7gY?aNOjjOLRy67jk IVo 3-0-0 1-0-0 3-0-0 Scale = 1:12.2 2x4 = ST1.5xe STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deti L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA7 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 — " 240 Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=118(LC 12) Max Uplift 3=-56(LC 12), 2=-146(LC 12) Max Grav 3=72(LC 17), 2=191(LC 17), 4=52(LG3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 146 lb uplift at joint 2. ,,,`�ttllllllll//��I .� QUIN VF �•, No 68182 • r � r ?� •• S O F :• 44/ Al �• ��'�SORI . ��� S�O N AL E�•`�. /WWII► Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANS117PH 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 T22267557 2569762-PSLP-ZEITZ CJ5 Corner Jack 2 1 Job Reference o tional TTTTT Ier,..r nen 91 nU•nZPane -dF 9020 Pr1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 1-0-0 3x4 ST1.5x8 STP = 8.430 8 INUv oV 4U4V ,wn cn in n+uo Has, a w. • • - - ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-IBMHD3?2gEreHou3uu3EwATe7biOOv4g U1 C7PKy6711 5-0-0 1 5-0-0 Scale=1:19.3 LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 24 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Wind(LL) 0.00 2 ' " 240 Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=172(LC 12) Max Uplift 3=-126(LC 12), 2=-157(LC 12) Max Grav 3=147(LC 17), 2=261(LC 17), 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 cc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 3 and 157 lb uplift at joint 2. No 68182 ?� $ OF :• 4&/ 4v . .♦♦♦O,��S,o4 O R , O P N_,�� Joaquin Velez PE No.68182 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING - Verify design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 511912020 BEFORE USE.�� Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPif 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 T22267558 2569762-PSLP-ZEITZ CJ31 Comer Jack 2 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov'30 2020 Mil ek Industries, Inc. Wed uec 23 09:03:44 2020 rage 1 ID:GD21k_OkxBeW6ovNw5lgSNz?8uO-H ov?j_Q3xingeJtKBX?NywasBSOHSgXFNSatty67ij -1 _0 0 2-8 6 3-0-0 1-0-0 2-8-6 0-3-10 0 0 2x4 = ST1.5x8 STP = 2-8-6 3-0-0 2-8-6 0-3-10 Plate Offsets (X Y)— f2'0-0-15 Edge], (3.0-8-0 0-3-31 Scale=1:12.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 6 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-R Wind(LL) 0.01 6 >999 240 Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-6: 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=118(LC 12) Max Uplift 4=-32(LC 12), 2=-144(LC 12), 5=-6(LC 9) Max Grav 4=61(LC 17), 2=194(LC 17), 5=50(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 4, 144 lb uplift at joint 2 and 6 lb uplift at joint 5. `..� PQUIN :. No 68182 �O : S O F ��U C? � 'O N �nnlll Joaquin Velez PE No.68182 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ® WARN WG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev, 5/19/2020 BEFORE USE. ° Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability oft design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek° is always required for stability and to prevent collapse with possible personal Iniury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type QtY PIY T 22267559 2569762-PSLP-ZEITZ CJ51 Comer Jack 2 1 Job Reference (optional) - - AL.., On OnOn AAiTnlr In,inctricc Inc Vd.d nac 23 n9:03:45 2020 Page 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 3494b, . ,.... ^" . ^ " "" ""' "-' -- ID:GD21k_OkxBeW6ovNw5lgSNz?8uO-IBMHD3?2gEreHou3uu3EwAThCbkVOv4gU1C7PKy67ii -1-0-0 2-8-6 5-0-0 1-0-0 2-8-6 2-3-10 3x4 = ST1.5x8 STP = 2-3-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.04 6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.08 6 >723 240 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(CT) -0.04 5 nla n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.10 6 >566 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' BOT CHORD 3-6: 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=172(LC 12) Max Uplift 4=-88(LC 12), 2=-153(LC 12), 5=-12(LC 12) Max Grav 4=124(LC 17). 2=269(LC 17), 5=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:19.3 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 4, 153 lb uplift at joint 2 and 12 lb uplift at joint 5. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability',of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, AID 20601 11111111f/j� PQUIN VFW ii No 68182 -33% S OF :•�/� Joaquin Velez PE No.68182 M1Tek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 MOW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T22267560 2569762-PSLP-ZEITZ EJ2 Jack -Open 1 1 Jab Reference (optional) W d D 23 09 03:46 2020 Pa e 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. a ec 9 ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-DNvfQO?gbYzVvxTGRbaTTNOwM_8JIMKgihxhymy67ih 1.0.0 3-2-8 1-0-0 3-2-8 Scale=1:12.8 2x4 = ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a nla BCDL 10.0 Code FBC2017rrPI2014 Matrix-P W1nd(LL) 0.00 2 "" 240 Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-64(LC 12), 2=-147(LC 12) Max Grav 3=80(LC 17), 2=197(LC 17), 4=57(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 147 lb uplift at joint 2. QUIN VF�F C E N S . c� No 68182 •• S O F O % Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: December 23,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. Design valid for use only with MITeW 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 Is always required for stability and to prevent collapse with possible personal I�Jury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trusssysto a, see ANSI?PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highwa , Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T22267561 2569762-PSLP-ZEITZ EJ3 Jack -Open 16 1 Job Reference o tional in�..a n,,.. oo no•n�•.t� �n�n a��c � Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 0.4au s' o a ­, ' ,.' �� —_-- • — — ID:G D21 k_OkxBeW6ovNw51 gSNz?8uO-hZT1 ek0IMs6MX52S?J5i?bY56OUmUpZzxLhEUCy67ig _1.0-0 3-0-0 1-0-0 3-0-0 Scale = 1:12.2 2x4 = ST1.5x8 STP = 3-0-0 3-0-0 Plate Offsets (X Y) [2.0 0 15 Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.17 DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2-4 >999 360 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 BCDL 10.0 Rep Stress [nor YES Code FBC2017/TPI2014 WB 0.00 Matrix-P Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 2 " * 240 Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=118(LC 12) Max Uplift 3=-56(LC 12), 2=-146(LC 12) Max Grav 3=72(LC 17), 2=191(LC 17), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mp'h; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3 and 146 lb uplift at 11111111111 N VFW joint 2. ,PaOI ,, No 68182 IC OF �• •��'X\ Al :_. O R IV..-* N ; ON Eo�. Ati , Joaquin Velez PE No.68182 MRek USA, Inc. FL Ceti 66H 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5110020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r building design. Bracing indicated is to prevent buckling of individual truss wWelk' and/or chord members only. Additional temporary and permanent bracing elk` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricafion, storage, delivery, erection and bracing of trusses and truss systems, see ANSBTPN 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 PIY T22267562 2669762-PSLP-ZEITZ EJ7 Jack -Open 7 1 Job Reference (optional) ,. An no nn.n9•Aa onon on 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 LULU Ivll I uK ❑ diasUles, Inc...a vy ID:GD21k OkxBeW6ovNw5lgSNz?8uO-Am1Pr4lw79ED8FdeZOcxYo53SohWDGp6A?QnOfy67if 10-0 7-0-0 — 1-0-0 7-0-0 I 4x6 = ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.08 2-4 >956 360 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.19 2-4 >424 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Wind(LL) 0.15 2-4 >531 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Horz 2=225(LC 12) ' Max Uplift 3=-165(LC 12), 2=-174(LC 12) Max Grav 3=199(LC 17), 2=335(LC 17), 4=122(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:24.9 c9 v M c, PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 3 and 174 lb uplift at joint 2. IN ���� SOP: • •'E N • • 0. No 68182 :-�13 S OF CV✓ 1" . i _N N A1-�� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 5119f2020 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 (nlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Truss I Truss Type 2569762-PSLP-ZElTZ IEJ21 Ply Girder T22267563 (Fort FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 09:03:47 2020 Page 1 ID: GD21 k_OkxBeW6ovNw51 gSNz?8uO-hZT1 ek01Ms6MX52S?J5i?bY5jOOvUpZzxLhEUCy67ig 3-2-8 3-2-8 2x4 = 2x4 II ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.02 1-3 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.03 1.3 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-7-10, 3=Mechanical Max Horz 1=86(LC 8) Max Uplift 1=-80(LC 8), 3=-155(LC 8) Max Grav 1=205(LC 25), 3=266(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.8 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 1 and 155 lb uplift at joint 3. 8) Use Simpson Strong -Tie LUS24 (4-10dx1 1/2 Girder, 2-1 Od Truss, Single Ply Girder) or equivalent at 1-11-4 from the left end to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 4=-247(F) `,�11111111111J,, Q,IN Fi No 68182 �.' S OF • W i 4/ �,..4 O R 1 O P• C?N��`• 0 N At. 1111 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Bid. Tampa Fl. M610 Date: December 23,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and 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 MiTe°k' 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 Qty Ply T222fi7564 2569762-PSLP-ZEITZ EJ71 �TrussType Jack -Open 3 1 Job Reference (optional) r, 1...1„el.lec i.... Wed Dec 93 09•03•49 2020 Pane 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, o.�fou S Nov Ju cuw ,v„ , cn ,,, us r.,„ � - __-- . ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-eybo3Q2YuTM4mPCr7k7A40elMC_lyj3GPfALY5y67ie 1-0-0 2-8-6 7-0-0 1-0-0 2-8-6 4-3-10 2 3x6 = 2x4 11 ST1.5x8 STP = o2 6 ci 0 R Scale = 1:24.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.12 6 >668 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.24 6 >331 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.13 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.29 6 >270 240 Weight: 26 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-6: 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-7-10, 5=Mechanical Max Horz 2=225(LC 12) Max Uplift 4=-141(LC 12), 2=-169(LC 12), 5=-14(LC 12) Max Grav 4=185(LC 17), 2=345(LC 17), 5=119(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a I O:O psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 4, 169 lb uplift at joint 2 and 14 lb uplift at joint 5. PQVI N VF���i�� No 68182 :� •• ST OF :•4 00. Joaquln Velez PE No.68182 Miiek USA, Inc. FL Cert 6634 6904 Patke East Blvd. Tampa FL 33610 Date. December 23,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �t p building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pl1 Quality Criteria, DSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highwa�, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2569762-PSLP-ZEITZ IHJ2 Diagonal Hip Girder City T22267565 FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 09:03:49 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-eybo3Q2YuTM4mPCr7k7A4OeQtC9Dyj3GPfALY5y67ie -1-5-0 4-5-11 1-5-0 4-5-11 2x4 = 4-5-11 4-5-11 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 2-4 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(ILL) -0.02 2-4 >999 240 Scale = 1:12.5 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-11 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=0-10-7, 4=Mechanical Max Horz 2=123(LC 8) Max Uplift 3=-80(LC 8), 2=-247(LC 8) Max Grav 3=104(LC 13), 2=255(LC 28), 4=65(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3 and 247 lb uplift at joint 2. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) 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, 2-4=-20 Concentrated Loads (lb) Vert: 5=61(F=30, B=30) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability'of design parameters and. properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss sysleTs, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ``�111111111���, No 68182 9•' S OF :•� • • l�• ' • • •'• ,1-61 /O N A� ����♦ Joaquin Velez PE No.68182 Milk USA, Inc. FL CeR 6634 6904 Pltke East Blvd. Tampa FL 33610 Date: December 23,2020 MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job I Truss Truss Type I city I Ply T2226756fi 2569762-PSLP-ZEITZ 1HJ3 Diagonal Hip Girder Builders FirstSource (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 09:03:50 2020 Page ID:GD21 k_OkxBeW6ovNw5l gSNz78uO-689AGm2BfnUxOZml gRePdDAadcVvhAJPdJvu5Xy67id 1-5-0 4-2-3 1-5-0 4-2-3 Scale: 1"=1' 2x4 = 4-2-3 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.22 DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-4 >999 360 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 BCDL 10.0 Rep Stress Incr NO Code FBC2017/TPI2014 WB 0.00 Matrix-P Horz(CT) -0.00 3 n/a nla Wind(LL) -0.02 24 >999 240 Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 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=0-10-7, 4=Mechanical Max Harz 2=117(LC 8) Max Uplift 3=-71(LC 8), 2=-244(LC 8) Max Grav 3=94(LC 13), 2=245(LC 28), 4=58(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=60ft; eave=7ft; Cat. Il; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 3 and 244 lb uplift at 6) joint NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidiines. '00UI N 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).OPQ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 NO 68182 ) Uniform Loads (plf * :• Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=61(F=30, B=30) �'fl •�� OF U Z I O P , N_��� OR , Q? . . NALE�N% , n111 „1 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5H 9=20 BEFORE USE. " Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 1 Job Truss Truss Type Qty Ply T22267567 2569762-PSLP-ZEITZ HJ7 Diagonal Hip Girder 1 1 Job Reference (optional) .. I.... \Atari Dec23 09:03:52 2020 Pane 1 Builders FirstSource (Fort Pierce), Fort Pierce, FL - 3454b, o.You a �.OV �� ���� •�� �n .�- • •-- --_ __ __.__.__ ____ _ _ ID:GD21 k_OkxBeW6ovNw51 gSNz?8uO-2XHwhS4RBOkfdswQoshtieGvOP1 g9zTi5dO?9Qy67ib 1-5-0 5-1-2 9-10-1 1-5-0 5-1-2 4-8-15 I 3x4 = NAILED NAILED NAILED Scale=1:23.1 5-1-2 4-8-15 Plate Offsets X Y -- 2:0-1-9 Ed e LOADING (psf) SPACING- 2-0-0 cSl. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.10 6-7 >999 240 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) -0.01 6 n/a n/a Weight: 42 lb FT = 20% BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11.8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-7, 6=Mechanical Max Horz 2=224(LC 8) Max Uplift 4=-99(LC 8), 2=462(LC 8), 6=-338(LC 8) Max Grav 4=114(LC 28), 2=573(LC 28), 6=473(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/588 BOT CHORD 2-7=-679/883, 6-7=679/883 WEBS 3-7=-280/388, 3-6=953/733 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) NIA 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3-6-0 tall by 2-0-0 wide `IIIIIIIIf f1� ,,rl uIN �<F 4) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle � ,,OPQ • will fit between the bottom chord and any other members. �� , ' c E NS •••? '�%r` F�••� 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 4, 462 lb uplift at joint :� �� No 68182 2 and 338 lb uplift at joint 6. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. * ; •: = 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard •, STA#OF • 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 i 4 ��i�4 Q`•• Uniform Loads (plf) Vert: 1-4=-54, 2-5=-20 Concentrated Loads •� N R,�!• S ONA1 Vert: 8=611(F(I30, 13=30) 9=-78(F=-39, B=-39) 10=-208(F=-104, B=-104) ';,`,��,, • Joaquin Velez PE ND.68182 Welk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 23,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi Tr ema 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 Jab Truss Truss Type Qty Ply T22267568 2569762-PSLP-ZEITZ HJ72 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Fort Pierce), Fort Pierce. FL - 34945, 8.430 s Nov 30 LULU Iv111 GR aluus 1G6, mc. ..6 GG : : y� ID:GD21k_OkxBeW6ovNw5lgSNz78uO-Wjgluo53yisVFOVcMaC6Fsow6pK?uQ7sKHBYhsy67ia 15-0 3-9-1 6-0-11 9-10-1 15-0 3-9-1 2 3-11 3-9-5 3x6 - . - -.__- 3X4 = NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.30 9 >381 360 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.45 9 >252 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) -0.19 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.47 9 >240 240 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except* 3-9: 2x4 SP No.1, 3-6: 2x6 SP No.2 WEBS 2x4 SP Nc.3 REACTIONS. (size) 5=Mechanical, 2=0-10-7, 7=Mechanical Max Horz 2=224(LC 8) Max Uplift 5=-77(LC 24), 2=-459(LC 8), 7=-356(LC 8) Max Grav 5=87(LC 13), 2=581(LC 28), 7=511(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1453/1004 BOT CHORD 3-8=-1063/1405, 7-8=-1070/1415 WEBS 4-8=-425/594, 4-7=-1482/1120 Scale = 1:23.3 Iv a PLATES GRIP MT20 244/190 Weight: 49 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) N/A 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 5, 459 lb uplift at joint 2 and 356 lb uplift at joint 7. 7) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=54, 2-9=-20, 3-6=-20 Concentrated Loads (lb) Vert: 10=61(F=30, B=30) 11=78(F=-39, B=-39) 12=-220(F=-110. B=-110) ,,`III1111111/���I ♦♦♦�. PQVIN No 68182 rr �?� •• S OF :•� � • 000. I1111111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date. December 23,2020 ® WARNING -Verily, design parameters and READ NOTES ON THIS AND INCLUDED MrEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-Ba 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 2569762-PSLP-ZEITZ Ply Valley T22267569 (Fort Pierce), Fort Pierce, FL - 34945, 8.430 s Nov 30 2020 MiTek Industries, Inc. Wed Dec 23 09:03:54 2020 Page 1 ID:GD21 k_OkxBeW6ovNw51 gSNz?8u0=wOh686hj?_MtA4ovHjLn3LJSDu Bd_I?Yxt6Ely67iZ 2-0-0 2-0-0 Scale = 1:7.8 2x4 -;- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=1-11-8, 3=1-11-8 Max Harz 1=33(LC 12) Max Uplift 1=-13(LC 12), 3=-30(LC 12) Max Grav 1=48(LC 17), 3=53(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a - nla 999 Horz(CT) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 1 and 30 lb uplift at joint 3. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 QU IN VF���ii • No 68182 13 �• S OF ' J i �ri�s�O Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Data., December 23,2020 MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4' 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-�1fi - -I- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the �r output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. O O 0- O H Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek � MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building 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 byANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIfrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.