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HomeMy WebLinkAboutTrussy Fcs ENOINEERINO ASSOCIATES March 23, 2021 Building Department 258 Southhall Lane, Suite 200 Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com --site: www.fdseng.com Ref: Adams Homes Lot: Lot 9 Wk.1 Subdivision: Fort Pierce - Waterstone Address: 5424 Lugo St. Model: 1820 B RHG 3CF KA # 21-3103 Truss Company: Builders First Source Date of drawings: 3/12/21 Job No.: 2699562 Wind Speed: 160 Exposure: C Truss Engineer: Michael S. Magid To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss. profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 3/23/2021 4 �ettsssssaa� r S� a y R'3LO No 87864 a w�• S ��� «Q••. E OF • BONA U Carl A. Brown, P.E. Scott Lewkowski, P.E. Luis Pablo Toff ,`P 41181 FL. # 56126 FL. #78750 FL. # 87864 3/23/2021 FDS Engineering Associates, A TSG Company "Your Building Code Experts" r CONNECTORS SCHEDULE ROOF TRUSS Q ID MODEL ROOF UPLIFT SYM 0 A` LUS24 / JUS24 895 / 835 490 /510 ILA. 7 A HTU26/ THD26 3600 / 3470 1555 / 2330 ALA 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 ALB 0 C HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 1- 0 D HTU28-2 / THD28-2 4680 / 5005 3485 / 2695 1 1 LP 0 E HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 1- 0 F I HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 1IF 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 1 (a 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 1 w 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 1 Li 3X8NOP El Resimod and Api,—rd ❑ Reviu and Resubmit ❑R,de.MwithNoratiom ❑ Not RC.—d(smeapl®ti ) Con bans Or cm nmta modem cququInent odmotml mshopd—Ingsdadogd sseciewdo not mliesi coononar Gam eoopliaoce with requic nis of the dm i p and :prc5®timx This chNc is only fm mview of gemral cam wah the concept of the ry ject and gmeral oomph with the ia&rmxbm gsm w the Contact d� The coot—tm is tesp�)c fix mofitming and m knag all goaaetia and d— sde ng fibo r m protases and technique of—auct m comdmatmg his %mk with mat ofa0 caber nodes and peffamvghis wade m o safe and s.W&c=y— FDS ENGINEERING ASSOCIATES Date: 0MR2021 BY BH Sub-oOil?,To.: P-je No.: 21-3103 Pak jo tF-.: I •"-Tams / He OName: AdamsHmtm-Ft Puce-W.Wvov elot9BIEI VERIFY ALL DIMENSIONS AND CEIUNO COND110NS PRIOR TO APPROVAL SOME CEIUNG FRAMING REQUIRED IN FIELD BY BULDER MAIN WIND FORCE RESISTING SYSTENCC HYBRID W WD MCET-16 I PORTANT ENCLOSED EXPOSURE CATEGORY C OCCUPANCY CATEGORY 6 This Drawing Must Be Approved And WINO LOAD 160 MPH WIND IMPORTANCE FACTOR 1.00 Returned Before Fabrication Will TRUSSES HAVE eEEN DESIGNED FORA 10.0 PSF BOTFOM CHORD LIVE LOAD Begin. For Your Protection Check All NONCONCURREW WITN ANY OTHER LR'E LOADS Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF BCDL: 10 PSF BCDL: 5 PSF By Date TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.26 DURATION: 1.00 CAUTIONM 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. (ia SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 0112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE Hatch Legend =8'-0" bearing ®10'-0" bearing Adams Homes PROJECT: Single Family MODEL- 1820 B 3CAR ADDRESS: 6424 LUGO ST LOT / BLOCK: 911 DIVISION:' WATERSTONE IN: I FT PIERCE DRAWN BY: K SANCHEZ JOB # : 1 9699562 DATE: 10311112021 I SCALE I NTS PLAN DATE: 1 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 306-1301 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2699562 - LOT 9/1 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2699562 Model: 1820 B Ia T8 FL 33610-4115 Lot/Block: 9-1 Subdivision: WATERSTONE Address: 5424 Lugo St, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: N/A Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 37 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to -this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T23175475 A01 3/12/21 23 T23175497 C3V 3/12/21 2 T23175476 A02 3/12/21 24 T23175498 C5 3/12/21 3 T23175477 A03 3/12/21 25 T23175499 C5B 3/12/21 4 T23175478 A04 3/12/21 26 T23175500 C5V 3/12/21 5 T23175479 A05 3/12/21 27 T23175501 D02B 3/12121 6 T23175480 A06 3/12/21 28 T23175502 E3 3/12/21 7 T23175481 A07 3/12/21 29 T23175503 E7 3/12/21 8 T23175482 A08 3/12/21 30 T23175504 E7V 3/12/21 9 T23175483 A09 3/12/21 31 T23175505 E7VP 3/12/21 10 T23175484 A10 3/12/21 32 T23175506 H3 3/12/21 11 T23175485 A11B 3/12/21 33 T23175507 H7 3/12/21 12 T23175486 Al2B 3/12/21 34 T23175508 H7V 3/12/21 13 T23175487 B02B 3/12/21 35 T23175509 K20 3/12/21 14 T23175488 B03B 3/12/21 36 T23175510 K21 3/12/21 15 T23175489 B04B 3/12/21 37 T23175511 K23 3/12/21 16 T23175490 B05B 3/12/21 17 T23175491 C 1 3/12/21 18 T23175492 C1 B 3/12/21 - 19 T23175493 C1 P 3/12/21 20 T23175494 C1V 3/12/21 21 T23175495 C3 3/12/21 22 T23175496 C313 8/12/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters "provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Magid; Michael .My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs.. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and'properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. N.o: ;53,661' . 7; . ,t •....:- STATE OF : p R 1.O Q;: N `. . Magid, Michael March 12,2021 1 of 1 JOb Tiuss TNss Type Qty Ply LOT 9/1 N/ATERSTONE 2699562 A01 SPECIAL 8 1 T23175475 R„ilAorc FircrR..,,..e Ri�..� ci .�scc� - Job Reference' (optional) x L 0 O I D:193QG WBBpX3jR187ze0m7kz5?ad-ESC2szZMmCAp?tyEFF9KdKpgmjJ?tzKl4?iM L3zbg h1 14-0 6-3-0 11-11-12 19-10-0 27-8-4 335-0 39-8-0 1-0- 1 4-0 6-3-0 5 8-12 7-10 4 7-10_4 5-0-12 6-3-0 1 -0 5x6 = 6.00 12 5 4Xb 4x10 MT20HS % 3.00 12 4x10 MT20HS Scale = 1:71.8 O 0 Iq N O 8 8-U 17-6-8 22-1-8 31-0-0 39-8-0 8 8-0 8-10-8 45-15 8-10-8 8-8-0 Plate Offsets (X Y)-- :[2:0-0-14 Edge] 14:0-4-0 0-3-0] [6:0-4-0 0-3-0] [8.0-0-14'Ed e]'[10.0-7-0 0-3-81[14:0-7-0 0-3-8] 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 0.91 Vert(LL) -0.63 10-11 >759 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.15 10711 >413 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except* TOP CHORD Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. BOT CHORD 2x4 SP M 31 'Except* WEBS 1 Row at midpt 6-11, 4-12 13-14,10-13: 2x4 SP No.1 WEBS. 2x4 SP No.3 REACTIONS. (Ib/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Horz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=1793(LC 15), 8=1793(1-C 16) FORCES. (lb) -Max. Comp./Max. Ten. 'All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-5905/2688, 3-21=-5821/2705, 3-4=-5621/2545, 4-22=-2780/1512, 5-22=-2694/1527, 5-23=-2661/1527, 6-23=-2739/1512, 6-7=-5299/2545, 7-24=-5512/2705, 8-24=-5593/2688 BOT CHORD 2-14=-2278/5679, 13-14=-1502/3876, 12-13=-1502/3876, 12-25=-680/2253, 25-26=-680/2253, 11-26=-680/2253, 10-11=-1502/3376, 8-10=-2278/506.9 WEBS 5-11=-449/1175, 6-11=-1486/856, 6-10=-708/2011; 7-10=-260/287, 5-12=-449/1229, 4-12=-1574/856, 4-14=-708/2191, 3-14=-246/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible'for verifying applied roof live load shown covers rain loading requirements specific to 'the use of this truss component. 4) 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) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 8. LOAD CASE(S) Standard N., .51.6 6 1: paFLOW, March 12,2021 WARNING -Verily design parameters and RFAD:NOTES�ONTHISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5n 9/2020 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 ANShTP11 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 LOT 9/1 WATERSTONE - - - �699562 r A02 SPECIAL 2- 1 .T23175476 Job Reference (optional) h - --• - ---- --. •—.:---- 11m.....1 a -11 a <v<v rnui.-e.wv s rvuv op eu<u Iv111 erc mausmes, IrIC. r'n Mar lZ 12:J4:o6 zuzi raged I D:193QG WBBpX3jRl87zeOm7kz5lad-ifmQ3Ja_XWI gd 1 XRpzgZAYLOn7gScQrRJfRwu VzbghO 1-4-0 6-3-0 11-11-12 19-0-0 20-8-0 27-8-4 33-5-0 39-8-0 1-0- 1�-0 6 3-0 5 8-12 7-0-4 1-8-0 7-0-4 5-8-12 6-3-0 14-0 5x8 � 3.00 12 5x6 = 6.00 12 5x6 = 5 6 3X4 = 5x8 ZZ Scale = 1:72.7 8-8-0 15-7-7 19-10-0 24- 9 31-0-0 .39-8-0 - 6-8-0 . 6-11-7 4-2-9 4-2-9 6-11-7 ' 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7 Edge], [4:0-470 0-3-0] [5:0-4-0 0-2-8] [6:0-4-0 0-2-8] [7.0-4=0 0-3-0] [9.0-2-7 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) - I/defl . Ud PLATES, GRIP TCLL 20.0 Plate Grip'DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 ' 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except*. TOP CHORD Structural wood sheathing directly applied.' 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-1 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23`-4905/2767, 3-23=-4809/2784, 3-4=-4621/2623, 4-24=-2726/1737, 5-24=-2630/1752, 5-6=-1932/1439, 6-25=-2630/1752, 7-25=-2726/1737, 7-8=4621/2623, 8-26=-4800/2784, 9-26=-4905/2767 BOT CHORD 2-16=-2350/4717, 15-1.6=-1549/3216, 14-15=-776/1929, 13-14=-776/1929, 12-13=-776/1929,11-12=-1549/3091,9-11=-2351/4431_ WEBS 3-16=-282/293, 4-16=-742/1736, 4-15=-1216/792, 5-15=-573/1132, 5-13=-267/321, 6-13=-267/320, 6-12=-573/1068, 7-12=-1137/792, 7-11=-743/1605, 8=11=-296/294 NOTES- 1) Unbalanced roof live loads have been. considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.1'8; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied.roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed'for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 9•considers parallel to grain value using ANSI/TPI 1.angle to grain formula. Building designer should verify - capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 9. LOAD'CASE(S) Standard j 1'1111'h� .5368'1' w' 0. ® WARNING - Verify design parameters and READ: NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/.19/2020 BEFORE USE. -- .Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing :MITeK is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, 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 March 12,2021 Job - Truss TNSB Type - - - - Qty Ply LOT 911 WATERSTONE - - T23175477 2699562 � A03 SPECIAL 2 1 Job Reference (optional) Builders FirstSource, Plant City, FL. 33563 - - Run: 8.420 s Oct 9 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:34:54 2021 Pagel I D:193QG WBBpX3jRl87ze0m7kz5?ad-ArKoGfadl pQ WEB6dNg BoiIuAHX?3LtnaYJBTQyzbg h? �1 4 q 6-3-0 , 11-11-12 17-0-0 %1 1 27 8-5 33-5-0 39 8 0 A1-0 q 1<l.-0 6-3-0 5 8-12 5-0-5 5 8-0 5-0 4 5-8-12 6-3-0 14-0 q Scale = 1:74.6 6.00 12 5x6 = . 5x8 = 5 6 1.5x8 S"TTPPJ— 22 1 2 0 4xl0 MT20HS 3.00 rl2 8 8-0 17-0-0 - 8-8-0 - 8-4-0 8-4-0 8-8-0 I 4x10 MT20HS IgIN n C? 0 co LOADING (psf) SPACING- . 2-0-0 CSI. ' DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate GHp'DOL 1.25 TC 0.91 Vert(LL) -0.62 11-12 >769 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -1.12 11-12 >423 180 MT20HS187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.71 Horz(CT) 0.60 9 n/a n/a. BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 202 lb FT = 20% - LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except', TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. BOT CHORD 2x4 SP M 31 *Except* WEBS 1 Row at midpt 4-14, 6-14, 7-12 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1799(LC 15), 6nl801(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-5904/2958, 3-22=-5823/2977, 3-4=-5589/2795, 4-23=-2863/1721, 5-23=-2805/1738, 5-6=-2546/1644, 6-24=-2709/1738, 7-24=-2773/1720, 7-8=-5320/2795, 8-25=-5565/2977, 9-25=-5644/2958 BOT CHORD 2-15=-2526/5637, 14-15=-1660/3794, 14-26=-1034/2565, 13-26=-1034/2565, 12-13=-1034/2565, 11-12=-1660/3367, 9-11=-2526/5110 WEBS. 3-15=-294/324, 4-15=-797/2189, 4-14=-1428f799, 5-14=-420/998, 6-14=-251/253, 6-12=-420/1108, 7-12=-1355f799, 7-11=-797/2035, 8-11=-306/324 fil��r/,' NOTES- ,,t�.` 1) Unbalanced roof live loads have been considered for this.design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.•, II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) �� �' ••., 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for N O 36$'1 reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)-'Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. =,:� �' •„= 4) Provide adequate drainage to prevent water ponding. JZ_Z 5) All plates are MT20 plates unless otherwise indicated. 6) phis truss has been designed fora 10.0 psf bottom chord live load noncon current with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any othermembers, with BCD = I0.Opsf. ;0I� SS •'• • \ >•` 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �410 ,QN �►�.� ,��. capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at Michaeh8 Magid P.E Nti.53681 joint 9. MiTek USA Inc FL:Cert 6634 OWN Eas ,00''. Tampa � 0610 LOAD CASE(S) Standard Date; March 12,2021 Verify ® WARNING - ty 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 Mi rek® connectors. This design is based only upon parameters shown; and is for an individual building component, not - �• a W ss 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 WOW- 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 andbracingof trusses and truss systems, see ANSI/TP11 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 366s10 Job - - - - TILss - - Truss Type - Qty Ply WATERSTONE �2699562 A04 SPECIAL 2 1 �LOT9/1 - T23175478 Jab Reference '(optional) ..-..._..­.,... -. --.,,-.-.- ,I.- ni1m1 i<ic:o _— raged 4-0 5-11-5 I D:193QG W.B BpX3jR187zeOm7kz5?ad-Ar.KoGfadl pQWEB6d Ng BolluCVX-kLwZaYJBTQyzbgh? 57 24-8-0 0517 33-15 3918"10- 7_ 511 10114-0 5-11-1 3�-9 54-10-0 4-10-05-4- 6.00 12 5x6 = 3x4 = 5x6 .5 25 6 26 7 Scale = 1:72.7 28 1.5x8 STP = 10 11 4x12 3.00 12 4x12 zz 3x8 MT20HS 11 3x8 MT20HS // ENO8-8-0 15-0-0 24-8-0 31-0-0 39-8.0 0 6-4-0 9-8-0 6-4-0 8 8 0 Plate Offsets (X,Y)- 12:0-1-15,1-2-15], [2:0-2-14,Edge], [4:0-3-0,0-3-0], [5:0-3-0,02-0], [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-1-15,1-2-15], [10:0-2-14,Edge], (12:0-7-0,0-3-8], [16:0-7-0 0-3-8] 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 0.83 Vert(LL) 70.67 13-15 >715 240 MT20 244/190 TCDL 7.0 Lumber DOL .. 1.25 BC 0.95 Vert(CT) -1.16 13-15 >410 180 MT20HS .187/143 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No'1 BOT CHORD WEBS 2x4 SP No.3 WEDGE WEBS Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1540/0-8-0 Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1804(LC 15), 10=1804(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -'All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-5834/3018, 3-23=-5774/3030, 3-4=-5622/2947, 4-24=-3283/1918, 5-24=-3225/1933, 5-25=-2934/1832, 6-25=-2934/1832, 6-26=-2836/1832, 7-26=-2836/1832, 7-27=-3117/1933, 8-27=-3175/1918, 8-9=-5371/2947, 9-28=-5537/3030, 10-28=-5595/3018 BOT CHORD 2-16=-2565/5553, 15-1:6=-2182/4748, 14-15=-1410/3054, 14-29=-1410/3054, 29-30=-1410/3054, 13-30=1410/3054, 12-13=-2182/4303, 10-12=-2565/5077 WEBS 4-16=-610/1626, 4-15=-1922/1023, 5-15=-527/1184, 7-137-527/1190, 8-13=-1814/1023, 8-12=-610/1514, 6-15=-339/205, 6-13=-339/205 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-3-0 oc bracing: 13-15, 1 Row at midpt 4-15, B-13 NOTES- 1) Unbalanced roof live loads have been: considered for this design. 2) Wind; ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4,0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0-6 to '41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5)'All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any'other members, with BCDL = I O.Opsf. 8) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. LOAD CASE(S) Standard 6904 Parka East-.8lVd. Tampa FL`.336ia Date: March 12,2021 ® WARNING - Verity design parameters and READ:NOTES.ON-THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability -of design parameters and 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 properly damage. For general guidance regarding the piTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPl1 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 -LOT 9/1 WATERSTONE - - 2699562 A05 SPECIAL 1 1 T23175479 Job Reference (optional) all • -- ---• • -—.----- ,.ten. o.�c.. a w, a ace nnu. e.Yao s wuv ou cuzu mi I erc nlaasirles, Ina. rn Mar 721 Z:34:00 ZUZI Page,1 I D:193QG WBBpX3jR187zeOm7kz5?ad-el uAU?bF37YNsKhpwOil FzRLHxK74Jbknzwl yOzbgh_ 144 6-8-0 13-0-0 19-10-0 26-8-0 33-0-0 39-8-0 1-0- 1 4-0 6 8-0 6 4-0 6-10-0 6-10-0 6<1-0 6-8-0 t 4-0 5x8 = 6.00 12 3x4 = 5x8 = 4 23 24 5 25 266 28 1.5x8 STP 5x8 ::7- 3.00 12 . 1 5x8 C IER 24-0-11 39-8-0 8-8-0 Scale = 1:72.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.62 10-11 >762 ' 240 MT20 244/190 TCDL -' 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 11-13 >498 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 190 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood: sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31 *Except* 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Horz. 2=-294(LC 8) Max Uplift 2=-797(LC 10). 8=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-4919/3080, 3-21=-4816/3101, 3-22=-4613/2909, 4-22=-4558/2924, 4-23=-3036/2083, 23-24=-3036/2083,5-24=-3036/2083,5-25=-3036/2083,25-26=-3036/2083, 6-26=-3036/2083, 6-27=-4558/2924, 7-27=4613/2909, 7-28=-4816/3101, 8-28=-4919/3080 BOT CHORD 2-14=-2640/4556, 13-14=-1511/2821, 12-13=-1772/3223, 11-12=-1772/3223, 10-11=-1511/2821,8-10=-2640/4445 WEBS 3-14=-371/397, 4-14=-1038/1926, 4-13=-149/535, 5-13=-399/275, 5-11=-399/275, 6-11=-149/535, 6-1 0=-1 038/1815, 7-10=-378/397 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat: II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2R) 22-8-6 to 30-7-10 Interior(1) 30-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 �zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers.rajn loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5)'All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1.angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 8. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ.NOTES.ON THIS AND'INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component' hot �* 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 - �1Tek'. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - �v� i R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPif 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 March 12,2021 Job Truss Truss Type Qty Ply LOT 9/1 WATERSTONE 2699562 A06 SPECIAL 1 1 T23175480 Ruildarc FirdCnvr,•e Phnl Cih, Pi ­Gz Job Reference o tional I D:193QG WB BpX3jRl87zeOm7kz5?ad-6ERYh.LctgRgEUUGOU5DGnAZVMLkNpgft?dgaUgzbggz 1 4-0 5-11-1 111 0-0 .17-0-0 22 8-0 28-8-0 33 8-15 39 8-0 1-0- 1-4-0 5_11-1 5-0-15 6-0-0 5 8-0 6-0-0 5-0-15 5-11-1 1 4-0 h 6.00 12 1.5x8 STP = 22 vT 1 2 o 5x6 2x4 I I 4 24 25 5 5x6 = 6 5x6 = 26 27 7 29 1.5x8 STP = 5x8 � i 3.00 12 5x8 Scale = 1:71.4 d-a-u- 16-10-11 22-9-5 31-0-0 39-8-0 8-8-0 8-2-11 5-10_11 8-2-11 8-8-0 Plate Offsets (X Y)-- [2:0-2-7,Edge] r4:0-3-8 0-2-4] [6'0-3-130-3-0] [7.0-3-8 0-2-4] [9.0-2-7 Edge], r11:0.7-0 0-3-91[15.0-7-0 0-3 9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)' I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 093 Vert(LL) 0.73 12-14 >656 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1:03 14-15 >464 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.58 . 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except*. _ TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-6 oc bracing. BOT CHORD 2x4 SP M 31 *Except* 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9=;797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-4917/3087, 3-22=-4813/3105, 3-23=-4608/2830, 4-23=-4570/2845, 4-24=-4142/2674, 24-25=-4142/2674, 5-25=-4142/2674, 5-6=-4142/2674, 6-26=-4145/2676, 26-27=-4145/2676,7-27=-4145/2676,7-28=-4570/2844,8-28=-4608/2829, 8-29=-4812/3104, 9-29=-4916/3086 BOT CHORD 2-15=-2648/4483, 14-15=-1790/3279, 13-14=-2246/4158, 12-13=-2246/4158, 11-12=-1791/3281, 9-1 1=-2647/4442 WEBS 3-15=-333/385, 4-15=-745/1516, 4-14=-511/1116, 5-14=-321/300, 6-12=-381/301, 7-12=-511/1117, 7-11=-742/1461, 8-11=-342/385 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)'Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi Itottom'chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where'a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 9. .�`PEL S Mq!�,tj No, 5368`1' ' as ---�L Apt Inn. LOAD CASE(S) Standard IVlarch IL,2M ®WARNING - Verify des' fy design parameters and READ. NOTES ON THIS AND INCLUDED MITE( REFERENCE PAGE Mll-7473 rev. 5tl9/2020 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown. 'and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .MIT@R• 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/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610. Job Truss Truss Type Qty Ply LOT 9/1 WATERSTONE t2699562 A07 SPECIAL 1 1 T23175481 Job Reference' o tional ..-..bid__ ... 6l _ _..�.... � ,. .... �..�., w . — a ��—.... . wc. rn mai is icay.00 —, rage -i I D:193(1G WB BpX3jR187zeOm7kz5?ad-6ERYh LctgRgEUUGOU5DGnA7XjLnDppAt?dgaUgzbggz 14-0 4-0-5 9-0-0 15-10-8 23'9-8 30-8-0 35-1-11 39-8-0 1-0- 1-4-0 4 6-5 4-5-11 6-10-8 7-10-15 6-10-8 4-5-11 4-0-5 1-4-0 w 5x6 = 3x4 1.5xS STP = 3 26 25 h 2 17 1 18 5x6 = 2x4 11 3x6 no 12 4-0-5 8-3-0 12-8-C 4--5 4-1-11 4-0-0 3x4 = 5x8 = 5x6 = 6.00 12 4 27 2829 5 6 30 31 32 7 3x4 = THIS TRUSS IS NOT, SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 6-2-0 Scale = 1:71.4 3x4 - co 833 N 34 1.5x8 STP = 0 12 Q 910 a; N 5x6 zx4 II 3x6 35-1-91 39 8-0 `4-1+11 4-0-5 Plate Offsets (X,Y)-- [2:0-0-10,Ed e] [4:0-3-0 0-2-0] 16.0-4-0 0-3-0] [7:0=3-0 0-2-0] [9:0-0-10 Edge] ` LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 187lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb)- MaxHorz 2=212(1_C.9) Max Uplift All, uplift 100 lb or less atjoint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=686(LC 10), 13=-715(LC 10) Max Grav All reactions 250lb or less atjoint(s) except2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES.' (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-947/481, 3-25=-905/494, 3-26=-338/120, 4-26=-289/135, 4-27=-325/669, 27-28=-325/669, 28-29=-325/669, 5-29=-325/669, 5-6=-58/715, 6-30=-348/707, 30-3.1=-348/707, 31-32=-348f707, 7-32=-348/707, 7-33=-427/221,.8-33=-471/206, - 8-34=-1040/570, 9-34=-1083/556 BOT CHORD 2-18=-291/979, 17-18=-295/986, 16-17=-23/293, 15-16=-328/181, 14-15=-426/296, 13-14=-426/296, 12-13=0/332,11-12=-365/945, 9-11=7359/937 WEBS 3-17=-599/468, 4-17=-51/419, 4-16=-986/630, 5-16=-792/685, 5-15=-520/206, 6-157-489/297, 7-12=-72/391, 8-12=-588/458, 6-13=-773/671, 7-13=-997/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu[t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. if; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0-to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Exterior(2R) 26-8-6 to 34-7-10', Interior(1) 34-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS.for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers.rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) *This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 Ili uplift at joint 9, 686 lb uplift atjoint 16 and 715 lb uplift atjoint 13. 9) Load case(s) 4, 5, 6, 7,'8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). t,`,�IIIIIJI111//�` I % No 53"681 F illlip Michael 'S: Magid PE No.53661 MITek USA, Inc FL`Cert 6634 6904 44 6 East Blvd: Tampa FL_33610 Date: - March 12.2021 uonunueu on page z . ®WARNING -Verify design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/.19/2020. BEFORE USE. Design valid for use only with MTek® connectors. This design is based only uponparameters shown; andis 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 MUiYeI.1ICC' injury and property damage. For general guidance regarding the �Y fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 Tru s - - Truss Type - - - Qty Ply - LOT 9/1 WATERSTONE - - - 11699562 A07 SPECIAL 1 1 T23175481 R,rilriore.FirelCn„r�e ol�..l �.ti, el .��cc� Job Reference o tional < W <ucu r m:,O.gJu s Nov au zuzu rm I eK Inoustnes, Inc. Fn Mar 12 12:34:56 2021 Page 2 1 D:193QG WBBpX3jR187zeOm7kz5?ad-6ERYhLctgRgEUUGOU5DGnAzXjLnDppAt?dgaUgzbggz LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 „ Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 17-19=-20, 12-17=20, 12-22=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=105, 2-25=59, 25-26=47, 4-26=70, 4-28=70, 28-31=47, 7-31=70, 7-33=70, 33-34=47, 9-34=59, 9=10=105, 17-19=10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-113, 2-25=-67, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=-41, 4-7=-41, 7-9=41, 9-10=3, 17-19=-20, 16-17=20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10; 12-22=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf). Vert: 1-2=21, 2-4=31, 4-27=16, 27.30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) .Vert: 1-2=151-2-4=5, 4-7=-16, 7-9=-36, 9-10=26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=729, 2-4LA9. 7-9=-22, 9-10=-12 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 17-19=10,.16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 - Uniform Loads (plf) Vert:.1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-6, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9., 2-4=2, 7-9=-2, 9-10=9 13) Dead + 0.6 MWFRS Wind (Neg. Internal).2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS .Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=17,7-9=14, 9-10=22 16) Dead'+P 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int)'Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-22, 2-4=-30, 4-7=-45; 7-9=-61, 9-10=-53, 17-19=-20, 16-17=,20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof'Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 24=45, 4-7=-45, 7-9=45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20. Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 24=45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 24=1, 7-9=-1i 9-10=7 A WARNING -Verify design parameters and RFAD:NOTES.ON'THIS AND:INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingMITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and SCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parke East Job - - Truss - Truss Type - - - Qty Ply LOT 9/1 WATERSTONE - - - - 699562 � A08 SPECIAL 1. � 1 T23175482 a,dida . r rofc „ e Plant 11h, ci nacaa Job Reference o optional) - - na nes, inc. rn rviar iz 1z:J4:or zuzl rage 1. ID:193QGWBBpX3jR187zeOm7kz5?ad-bQ?xvhdVbko55egC2oIVKOWilk1 DYBn1EHP7OGzbggy 1 4 O 7-0-0 12-3-1 16-0-8 19-10-0 22-5-14 26-3-5 32-8-0 39-8-0 - 1-0- 1 4-0 7-0-0 5-3-1 3-9-8 3-9-8 2-7-14 3-9-8 6 4-11 7-0-0 1 3-0 5x6 = 6.00 r12 3 1.5x8 STP = 2 1. 0 5 3x6 3.00 12 Plate 3x8 = 3x4 = 2x4 11 5x6 = 5x12 = 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 -8], [7: 3x8 = THIS TRUSS IS NOT SYMMETRIC. PROPER. ORIENTATION IS ESSENTIAL. [9 Scale = 1:71.4 5x6 - 9 M N 1.5x8 STP = w 2 10 11 Iq 0 9x6 Z 1 : 39-8-0 ' 716 -0,0-0-8],[13:0-3-8,0-3-0], ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL: in (loc) I/clef Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 rile n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 1771b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. 7-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-356(LC 8), 10= 429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) ` Max Grav All reactions 250 lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-24=-1038/444, 24-25=-1038/444, 4-25=-1038/444, 4-26=-573/923, 26-27=-573/923, 27-28=-573/923, 5-28=-573/923, 5-29=-856/1302, 29-30=-856/1302, 6-30=-856/1302, 6-31=-856/1302, 7-31=-856/1302, 7-32=-866/1022, 8-32=-866/1022, 8-33=-1360/708, 33-34=-1360/708, 34-35=-1360/708, 9-35=-1360l708, 9-10=-1598/729 BOT CHORD 2-17=-263/1089, 17-36=-923f751, 36-37=-923/751, 16-37=-923/751, 16-38=-529/321, 38-39=-529/321,39-40=-529/321,15-40=-529/321,14-15=-529/321,14-41=-435/248, ��111�11/'jiI 41-42=-435/248,42-43=-435/248,13-43=-435/248,13-44=-1022/891,A4-45=-1022/891,P.�`- �� p� f`* ,S '•�j 45-46=-1022/891, 12-46=-1022/891, 10-12=-507/1412 r✓/ (j �✓ WEBS 3-17=-102/288, 4-16=-1311/939, 5-16=-I398/1438, 5-14=-602/680, 6-14=-421/437, �'�1 . �� _�\ �� �.G E'� 7-14=-775/753, 7-13=-1427/1490, 8-13=-1441/1137, 9-12=-14/366, 4-17=-1017/2098, ' ., 8-12=-1419/2494 �. �. No, 55 1_ •^ *' NOTES- Continued on page 2 1) Unbalanced roof live loads have been considered for this design. �. •' 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL 1.60 i n F 3)'Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. T 1� .� •� P• i� Q \ 4) Provide -adequate drainage to prevent water ponding. - R_ • ,� /,� 5) This truss has been designed fora 10.0, psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide <<<�/1,1 r:1.►7��, will fit between the bottom chord and any other members. Mlchaeh$: Magid FENo 53681 7) Bearing at joints) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify INfPekUSA, IaC, FL Cert h634 capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2, 429 lb uplift atjoint 6904 Pa, ke East Blvd. Tampa:pL33&10 D8te: 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, S. 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are March 12,2021 ® WARNING - Veriy design parameters and RFARNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/16/2020 BEFORE USE. ' • Design validlor use only with MiTek® connectors. This design is based only upon parameters shown; and is for an individual building component; not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury.and property damage. For general guidance regarding the IMiTek 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, MD 20601 6904Parke East Blvd. Tampa, FL 36610 Job - - Truss Truss Type - - -' Qty Ply LOT 9/1 WATERSTONE t 12699562 A08 SPECIAL _ 1 T23175482 , Job Reference (optional) kun:d.4/us act a zuzu rune t1.430 s Nov 30 2020 MiTek Industries; Inc. Fri Mar 12 12:34:57 2021 Page 2 ID:193.QGWBBpX3jR187zeOm7kz5?ad-bQ?xvhdVbko55egC2olVKOWi1k1 DYBn1EHP7OGzbaav NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 Ib up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 Ib down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 1.97 Ib up at 19-0-12, 111 lb down and 197 lb up at 20-74, 111 lb down and 197 lb up at 22-74, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30-7-4, and 175 lb down and 356 lb up at .32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-8, 92 lb,down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 1970-121 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-774, 92 lb down at 26-7-4, 92 lb down at 28-7-4; and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 17-18=-20; 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B) 7=111(B) 9=-175(13) 17=-330(B) 15=-46(B) 12=-330(B) 24=-111(13) 25= 111(B) 26=-111(B) 28=-111(13) 29=-111(13) 30=-111(13) 31=111(13) 32=-111(13) 33=-111(B) 34=-111(13)35=-111(13)36=46(13)37=-46(B) 38=46(13)39=746(B)40=-46(B)41=-46(B)42=46(13)43=-46(B)44=-46(B)45=-46(B) 46=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal), Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10,'13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (Ib) Vert: 3=130(B).7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=,136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B) 34=156(B)35=165(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 41=-23(B)42=-23(B)43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-25=16, 8=25=26, 8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16-1.7=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-29, 2-3=-39, 9-1.0=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108.(B)15=-23(B)12=108(B)24=165(B)25=156(B)26=156(B)28=156(8)29=156(B)30=156(B)31=156(B)32=156(B) 33=136(B)34=136(B) 35=136(B)36=-23(B)37=-23(B)38=-2y3(B)39=-23(B)'40=-23(B) 41=-23(B)42=-23(B)43=-23(B)44=23(B)45=-23(B)46=-23(B)I 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17=20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=12, 2-3=22, 9-10=19, 10-11=29. Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B)42=-13(B)43=-13(13) 44=13(13)45=-13(B)46=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=1.5, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 17-18=-20, 16-17=20,.13-16=39(F=59), 12-13=-20; 12-21=-20 Harz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B) 35=197(13)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B)45=-13(B)46=-1'3(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo' Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=10 Harz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B)7=136(B)4=214(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=136(B) 31=136(B) 32=136(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B)43=-23(B) 44=-23(B) 45=23(B) 46=-23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B):7=165(B)9=271(B)17=108.(B)15=-23(B)12=108(B)24=165(B)25=165(B)26=165(B)28=165(B)29=165(B) 30=1 65(B) 31 =1 65(B) 32=1 65(B) 33=1 65(B) 34=1 65(B) 35=1 65(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (Ib) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)'26=197(B)28=197(B)29=197(B) 30=197(B)31=197(B)32=197(B)33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38==13(13)39=-13(B)40=-13(8)' • 41=-13(13) 42=-13(13)43=-13(B)44=-13(13)45=13(13)46=-13(13) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 ® WARNING.- Verify design parameters and READ. NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only uponparameters shown, and is for an individual building component' not • a truss system. Before use, the building designer must verify the applicabilitiof design parameters and properly incorporate this design into the overall TT building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary 'and permanent bracing :MI-Ipk•. 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/TPIf 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 . . IA08 (SPECIAL amity, FL. 33563 F'ly I LOT 1 Job 302020 T23175482 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(13) 34=197(B) 35=197(B) 36=-13(B) 37=,-13(B) 38=-13(13) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=13(B) 45=-13(B) 46=-13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0,6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B)43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B) 35=145(B)36=13(13)37=-13(B)38=-13(B)39=-13(B)40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B)45=-13(B)46=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pllb Vert: 1-2=-37, 2.3=45, 3-9=-45, 9-10=45, 10-11=-37, 1:7-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-9, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=.I45(B)32=145(B) 33=145(B)'34=145(B) 35=145(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B) 41=-13(B)42=-13(6)43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 16) Dead + 0.75 Roof Live (bal) + 0.75(0.6 MWFRS Wind (Neg..lnt) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=45 9-10=-45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12=21=-20. Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)115=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)3a.=145(B)32=145(B) 33=145(B)34=145(B) 35=145(B) 36=-13(B)37=-13(B)38==13(B)39=-13(B)40=-13(B) 41=-13(B)42=-13(B)43=-13(B) 44=13(B)45=-13(B)46=-13(B) WARNING - Veri � design ® fy ign parameters and RFAD:NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid'for use only with MiTek® connectors. This design is based only upon parameters shown; and.is for an individual building component, not a truss system. Before use, the building designermust verify the applicability of design parameters and properly incorporate thisdesign 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 11A'�e1� is always required for stability and to prevent collapse with possible personal injury, and property damage. For general guidance regarding the - MOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Tp/1 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 TfUSS Type - - - - - Qty Ply -LOT 9l1 WATERSTONE - - - - r2699562 r A09 SPECIAL 1 , , 1 T23175463 - . Ruildorc.Fire1.C..,,.moo oh�� r•in, FI , 11 Job Reference (optional) I ID:193QGWBBpX3jR187zeOm7kz5?ad-3cZJ61 d7L2wyjoPOcWGktb2rX8MgHgIATx9hYjzbggx r1-4 0 6 8-0 13-0-0 19-10-0 Z-O-Q 23-10-0 26-8-0 33-0-0 39-8-0 A1-0 Q 1 4-0 6 8-0 6-10-0 -2-0' 2-10-0 2-10-0 6 4-0 6-8-0 1-0-0 e nn F'—' I5x8 = 5xB ; 3.00 12 3x6 = 5x6 � 7 6x12 MT20HS 5x8 Scale = 1:74.2 8 8-0 15-1-5 24-0-11 31-0-0 39-8-0 8-8-0 6-11-5 8-5-6 6-11-5- B-8-0 Plate Offsets (X Y)-- [2:0-2-7 Edge], 13.0-3-0 0-3-0] [4:0-5-0 0-2-0] [7.0-3-0 Edgel, [9:0-3-0 0-3-0] [10.0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip'DOL 1.25 TC 0:95 Vert(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 13-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except*. TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP M 31 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1540/0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-4917/3019, 3-23=-4814/3040, 3-24=-4613/2849, 4-24=4559/2864, 4-25=-3032/2004, 25-26=-3032/2004,5-26=-3032/2004;5-6=-3037/1932,6-8=-2899/1832,8-9=-4664/2728, 9-27=-4828/2866,10-27=-4929/2845 BOT CHORD 2-16=-2647/4620, 15-16=-1516/2827, 14-15=1718/3209, 13-14=-1718/3209, 12-13=-1412/2856, 10-12=2425/4456 WEBS 3-16=-368/396, 4-16=-1041/1945, 4-15=-103/484, 5-15=-339/221, 5-13=-415/327, 8-13=-186/531, 8-12=-942/1816, 9-12=-298/322, NOTES- 1) Unbalanced roof live loads have been considered for this design. ' V 'G F—•N S'�'•��Q �i . 2) Wind: ASCE 7-16; Vult=160mph (3-second_ gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. �� • .. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -14-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 .�,. :,• N O 5:i681, to 16 11-10, Interior(1) 16-11-10 to 21-0-7, Exterior(2R) 21-0-7 to 23-10-0, Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reaction's shown; Lumber DOL=1.60 plate grip 7k DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers.rain loading requirements specific to the use of this truss component. 4)'Provide adequate drainage to prevent water ponding.: io P`�•��1 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 bottom chord live load live '�i! � � Q R �'Q ' psf nonconcurrent with any other loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in l�I� NSA, all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and an other �0 members. 8) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify MlChael S. 'agld;P.E Nti:53681 capacity of bearing surface. 9) Provide mechanical_ connection (by others) of truss to bearing plate capable ofwithstariding 797 lb uplift at joint 2 and 7971b uplift at Wri6�04 Parke .Inc. MITek USA IOC FL,Cert 6634 pL''33610 joint 10. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -stBIVd:7amp2 Yatej March 1 2,2021 � WARNING -Verify � ® dY design ign parameters and READ:NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/]9/2020 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not *' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .M�Te■ _.� is always, required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricetion,- storage, delivery, erection and bracing of trusses and truss systems, see' ANSh TP/f 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 . Qty I Ply LOT 9/1 WAl SPECIAL I 1 I " 1 T23175484 I I I Job Reference (optional) Builders FustSource, Plant City, FL. 33563 Run: 8.420 s Oct 9 2020 Print:-8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:34:59 2021 I D:193QG WB BpX3jR187zeOm7kz5?ad-Xp7hKNel6M2pLy_a9DnzPpb?YYmEOBMKibuE4 1 4-0 5-11-1 11-0-0 16-10-1 19-0-0 22-9-15 2 -10 28-8-0 33-8-15 39-8-0 1-0- 14-0 5-11-1 5-0-15 5-10-1 2-1-15 3-9-15 -0- 4-10-0 5-0-15 5-11-1 1-4-0 5x6 = 6 1:5x8 STP = 25 1 0 5x6 = 6x12 MT20HS 8 31 5x8 ::: 3.00 12 5x8 zz 8-8-0 1 16-10-11 8-2-11 .' -- ;_1n_11 I o o u - Scale = 1:74.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell ' Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) , 0.68 15-17 >704 240 MT20 244/190 TCDL _ 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.95 17 ' >499 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB .. 0.56 Horz(CT) 0.55 12 n/a n/a BCDL 10.0 Code FBC2026/TPI2014 Matrix-MSH Weight: 228lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or2-2-O oc purlins. 1-4,10-13:2x4 SP M 31 Except: BOT CHORD 2x4 SP M 31 *Except* 1 Row at midpt 6-7. 7-10 16-18,14-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or:4-671 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace atJt(s):,7 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 12=1540/0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12=-797(LC 10) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-4912/3190, 3-25=-4806/3208, 3-26=-4607/2938, 4-26=-4568/2953, 4-27=-4155/2803, 27-28=-4155/2803, 5-28=-4155/2803, 5-6=-4155/2803, 6-7=-3887/2655, 7-9=-3697/2494, 9-10=-3697/2494, 10-1 1=-4713/2868,11-29=-4816/3021, 12-29=-4921/3003, 6-30=-336/247, 8-30=-314/262, 8-31=304/270, 10-31=-359/254 BOT CHORD 2-18=-2784/4606, 17-18=-1907/3299, 16-17=-2254/3973, 15-16=-2254/3973, 14-15=-1844/3338, 12-14=-2569/4446 WEBS 3-18=-326/377, 4-18=-785/1550, 4-17=-577/1023, 5-17=-457/439,7-17=-172/405, 7-15=-293/294, 10-15=-471/888, 10-14=-703/1474, 11-14=-229/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. I11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2R) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)'Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a'rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 2, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 12. 10) Graphical purlin representation does, not depict the size or the orientation of the purlin along the top and/or bottom chord. ®THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. WARNING - verify design parameters and READ:NOTES.ON 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 ANSI?Pl1 Quality Criteria, OSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I_1 [Clot A%' MiTek' 6904 Parke East Blvd. Tampa, FL 36610- PaFL 33610 - March 12,2021 Job - Tnlss - - - - Qty Ply r2699562 r A11B �TrtlssType SPECIAL 1 1 ILOT9/1WATERSTONE T23175485 R�iildomFirelRnurro ofnnl Cie, el vaca¢ _ _ .__ _ _ Job Reference' o tional .,._.., ­­ I —......... ip. ru rvml 11 1c:ay.oe cucl ra e i I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-Xp7hKNel6M2pLy_a9DnzPpb?5YjEO5YKibuE49zbggw 1-4-0 6-3-0 9-0-0 17-0-0 20-1-8 23-10-0 31-0-0 39-8-0 1 4-0 8-0-0 3-1 8 3-8-8 8-2-0 Scale = 1:70.9 5x6 = 7 I 13 ' 12 3.1 ll 32� lu 4x6 = 3x6 = 3x6 = 3x6 7:::3.00 12 6x8 = 135-4 20-1-8 20 -0 29-6-4 4-9 4 6-8A A -8 9-4A LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud I PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L.) . -0.26 10-12 >887 240 MT20' 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.41 10-22 >570 180 BCLL 0.0 * Rep Stress Incr YES WB 0.93 Horz(CT) -0.02 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 196 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-0-10 oc-bracing. Except: . 6-12: 2x4 SP No.3, 9-11: 2x4 SP No.1 3-4-0 oc bracing: 12-14 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=794/0-8-0, 12=1534/0-4-0, 9=685/Mechanical Max Horz 2=343(LC 9) Max Uplift 2=-479(LC 10), 12=-652(LC 10), 9=-362(LC 10) Max Grav 2=915(LC 15), 12=1799(LC 15), 9=927(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib). or less except when shown. TOP CHORD 2-23=-2388/1468, 23-24=-2332/1479, 3-247-2298/1487, 3-4=-2063/1296, 4-25=-1303/876, 25-26=-1303/876, 26-27=-1303/876, 5-27=-13031876, 5-28=-236/279, 6-28=-218/281, 6-7=-196/337, 7-29=-1158/763, 8-29=-1247/748, 8-30=-1317/723, 9-30=-1370/706 BOT CHORD 2-16=-128612403, 15-16=-905/1881, 14-15=-458/774, 12-14=-1018008, 12-31=0/252, 11-31=0%252, 11-32=0/252,'10-32=0/252, 9-10=-511/1162 WEBS 3-16=-326/308, 4-16=-366/910, 4-15=-521/350, 5-15=-178/806, 5-14=-1064/803, 7-12=-692/312, 7-10=-501/1158, 8-10=-541/521 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R).5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 2.7-9-10 to 35-8-6, Exterior(2E) 35-8-6 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)nBuilding Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load honconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in`all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer. should verify capacity of bearing'surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 Ib uplift at joint 2, 652 lb uplift atjoint 12 and 362 lb uplift atjoint 9. LOAD CASE(S) Standard G '9 ice, 'S3. 81; March 12,2021 ®WARNING - Verifye tl sign parameters and READ. NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R'Tel.' A is always. required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �Y� Tl Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTFII 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 LOT9/1 WATERSTONE 2699562 A128 SPECIAL 1 1 T23175486 . R,,ildery FirelRn,,.�n of„J r`ie, el Job Reference (optional) ------ - - •• -••+ - ----- Run; 8.42e s Oci a 202U YnnC 0.43U s NOV 3U 2UZU MITeK Industnes, Inc. Fri Mar 12 12:35:00 2021 Page l I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-??h3XifNtfAgy6ZnjxlCy08EWy29IcRTwFendbzbggv 1 4-0 7-0-0 9-2-2 12 8-0 15-0-0 17-1-13 20-1-8 22-4-0 25�-0 31-0-2 35-4-2 39-8-0 1 4-0 7-0-0 2-2-2 35-14 2 4-0 2-1-13 2-11-11 2-2-8 3-0-0 5 8-2 4-3-15 4�-14 5x6 = AVa II 5x8 = 3410 Scale = 1:70.9 13 3x8 \\ Bx12 = 18 17, 16 10 14 5x6 I. 3.00 12 6x12 MT20HS = � 3x4 = 3x6 = 3x6 = 3x6 = 9-10-0 1-2-1 1-10-0 ' - LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 Rep Stress Incr NO WB 0.70 BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-22: 2x8 SP 240OF 2.OE, 19-21: 2x6 SP M 26, 8-17: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1187/0-8-0, 17=2164/0-4-0, 13=531/Mechanical Max Harz 2=313(LC 7) Max Uplift 2=-676(LC 8), 17=-968(LC 8), 13=-288(LC 8) Max Grav 2=1187(LC 1),-17=2164(LC 1), 13=712(LC 14) 20-1-8 20,2-0 25-4-0 1_ 33-1-11 39-8-0 , DEFL. in (loc) I/deb Lid PLATES GRIP Vert(LL) 0.25 23 >982 240 MT20 244/190 Vert(CT) -0.33 23 >751 180 MT20HS 187/143 Horz(CT) -0.03 17 n/a n/a Weight: 235lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. Except: 5-10-0 oc bracing: 17-19 WEBS 1 Row at midpt 10-17 . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3450/1744, 3-4=-3076/1675, 4-31=-2992/1697, 31-32=-2992/1697, 5-32=-2992/1697, 5-33=-3360/1888, 6-33=-3360/1888, 6-7=-1098/809, 7-8=-215f736, 8-9=-184/586, 9-34=-131/471, 10-34=-131/471, 10-11=-420/229, 11-12=-1086/454, 12-13=-1236/511 BOT CHORD 2-24=-1479/3117, 23-24= 1455/3091, 23-35=-853/1664, 22-35=-853/1664, 20-21=-924/1657, 17-19=-1196/738, 8-19=-307/254, 15-16=-198/723,14-15=-198/723, 13-14=-392/1070 WEBS 3-24=-436/1159, 3-23=-313/20, 21-23=-658/1451, 6-21=-837/1838, 6-20=-1505/899, 7-20=-783/1542, 7-19=-1073/632, 9-17=-290/76, 10-17=904/366, 10-16=-192/532, 11 -1 6=-622/393, 11-14=-85/400, 12-14=-252/217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 676 lb uplift atjoint 2, 968 lb upliffat joint 17 and 288 lb uplift at joint 13. Continued on page 2 40 i0 Pilo, 53881, I11,11:111.���, lgid OE No.53681 ic.F .Wri6634 rst.Blvd. Taiopa FG 33610 March 12,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown; and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/f Quality Criteria, 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 ?699562 Al2B SPECIAL 1 1 Job Reference (optional) Builders FustSource, Plant City, FL. 33563 Run: 8.420 s Oct 9 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:35:00 2 NOTES - I D:3xt?Yd6RbYnX016Sf6ghjjz4cnz-??h3XifNtfAgy6ZnjxlCy08E Wy29icRTw 11) Hanger(s) or other connection device(s) shall' be provided sufficient to support concentrated load(s) 179 lb down and 164 lb up at 7-0-0, and 115 lb down and 182 lb up at 9-0-12, and 115 lb down and 182 lb up at 11-0-12 on top chord, and 343 lb down and 129 lb up at 7-1-8, and 81 lb down at 9-0-12, and 81 lb down at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 11 Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-10=-54, 10-13=-54, 24-25=-20, 22-24=-20, 19-21=-20, 17-18=-20, 17-28=20 Concentrated Loads (lb) Vert: 3=-179(F) 24=-343(F) 23=-59(F) 4=-115(F) 32=-115(F) 35=-59(F) D ® WARNING -Verily deslgn parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon. parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 andBCSl Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 OFr.r. MiTek' 6904 Parke East Blvd. Tampa, FL 36610 T23175486 2 YZ 0 Truss - Truss Type - - Qty Ply - �LOT911 WATERSTONE ' T23175487 B02B SPECIAL 1 " 1 Job Reference o tional tSource, Plant City, FL. 33563 .8.430 a Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:44:03 2021 Page 1 ID:3xt?YdBRbYnXO16Sf6ghjjz4cnz-bT?LVNE_?VbdcYaB1TYXSX74ArP7T8kOnEgOBdzbgYQ 4-10-5 3-3 8-1-8 9-0-0 14-8-0 21-1-2 27-8-0' 4-10-5 3 10- 5-8-0 65-2 65-14 Scale = 1:48.6 6x8 II 3x4 = 5x8 = 3 4 22 5 n 9 8• 126x8 = 3x4 3x4 = 3x4 = 2x4 Il 14-8-0 21-1-2 6-5-2 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl " Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.07 8-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.14 8-19 >999 180 MT20HS - 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.84 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TP120'14 Matrix-MSH Wind(LL) 0.54 13.16 >185 180 Weight: 144 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural woad sheathing directly applied or 4-11-3 oc purlins. [PS] BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-13: 2x4 SP No.1, 3-11: 2x6.SP M 26 6-0-0 oc bracing: 1-13. WEBS 2x4 SP No.3 6-0-0 oc bracing: 11-13, REACTIONS. (lb/size) 11=1474/04-0, 7=581/Mechanical WEBS 1 Row at midpt 5-11 Max Horz 11=229(LC 9) Max Uplift 11=-1092(LC 10). 7=-201(LC 10) Max Grav 11=1633(LC 18), 7=768(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less "except when shown. TOP CHORD 1-20=-967/416„2-20=-953/490, 2-21=-1256/635, 3-21=-1254/705, 3-4= 495/293 4-22=-654/397, 5-22=-654/397,,5-23=-408/83; 6-23=-486/62, 6-24=-1076/268, 7-24=-11721255 BOT CHORD 1-25=-373/866, 25-26=-373/866, 13-26=-373/866, 11-13=-822/1641, 3-13=-550/846, 10-11=0/443, 9-10=0/443, 8-9=-146/988, 7-8=-145/994 WEBS 2-13=-319/608, 5-9=-212/644, 5-11=-1072/933, 6-8=0/276, 6-9=-819/516 NOTES- �111111!!! 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-11-10, Interior(1) 3-11-10 to 5-0-6, Extedor(2R) 5-0-6 to 18-7-10, Interior(1) 18-7-10 to 23-8-6, Exterior(2E) 23-8-6 to 27-8-0 zone; cantilever left exposed ;C-C for members and% S forces & MWFRS for reactions shown; Lumber v DOL=1.60 plate grip DOL=1.60 •• '. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to • NO the use of this truss component. 4) Provide adequate drainage to prevent water ponding. *. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been design ad'for a 10.0 psf bottom chord.live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall; by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. Rl. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1092 lb uplift at joint 11 and 201 lbuplift at joint 7. IJ+� LOAD CASE(S) Standard °Michael $: Magid PE No.63681 M 6i [11SA,16. FL;Cei k14" 690 ;Parle;60Bl3ti.Tarnpa'FL33610 - Gate: March 12,2021 ® WARNING - Verify design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid'for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component; not truss�* 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 -M�T?i 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 ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 2699562 B03B T23175488 s FirstSource, Plant City, FL. 33563 8.430 a Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:46:46 2t ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz=KgLzi6CEca7VfbXT4CzmZvNy3Y1 EAvPOG5fl 7-0-0 12-3-0 16-8-0 21-3-6 27.8-0 7-0 0 - 10-0 4-5-0 4-5.0 4-7-6 - 64.10 3x4 = 3x4 I I 3x4 = 4x6 = 6.00 12 2 3 23 4 24 25 5 Scale=1:47.0 4x6 = _ 3x4 = 1.5x8 STP = 3x8 = 2x4 6x8 = 1-1-2 1-0-0 4-0-0 .7-e-0 7- -0 - 16-8-0 21-3-6 27 0-1-2 6-8-0 1-0-0 '2-10-14 3-8-0 0- -0 8-10-0 - 4-7-6 -- - 4 10 mate urrsets (x Y)-- [1:0-0-4 Etl e] [1:0-2-10 0-1-8] [2:0-2-0 0-2-8], [11:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/detl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LI,) -0.19 9-11 - >999 -240 TCDL 7.0 lumber DOL 1.25 BC 0.82 Vert(CT) -0.31 9-11 >755 180 BCLL 0.0 * Rep Stress Incr YES WB 0.69 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-11: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 136 lb FT = 200A BRACING - TOP CHORD Structural wood: sheathing directly applied or4-2-8 oc purlins. [PS] BOT CHORD Rigid ceiling directly applied or 6-6-1 cc bracing. Except: 6-0-0 cc bracing: 11-13 REACTIONS. (lb/size) 7=738/Mechanical, 11=952/0=8-0, 1=364/0-4-0 Max Horz 1=188(LC 9) Max Uplift 7=-382(LC 10), 11=-346(LC ..10), 1=-244(LC 10) Max Grav 7=943(LC 16), 11=1063(LC 15), 1=452(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -:All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-271/325, 2-22=-232/336, 2-3=-236/391, 3-23=207/372, 4-23=-207/372, 4-24=-907/749, 24-25=-907/749,5-25=-907/749, 5-26=-1037/760,.6-26=-1049/744, 6-27=-1491/958, 7-27=-1547/946 BOT CHORD 11-13=-403/241, 3-13=-266/247, 11-28=-289/528, 10-28=-289/528, 10-29=-289/528„ 9-29=-289/528, 8-9=-742/1328, 7-8=-742/1328 WEBS 4-9=-135/471, 5-9=-60/252, 4-11=735/486. 6-9= 629/450 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-11-10, Exterior(2R) 3-11-10 to 10-11-10, Interior(1) 10-11-10 to 12-8-6, Exterior(2R) 12-8-6 to 20-7-10, Interior(1) 20-7-10 to 23-8-6, Exterior(2E) 23-8-6 to 27-8-0 zone; cantilever left .exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage.to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) this truss has been designed for a 10.0 psf bottom chord live load non concurrent with, any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom -chord and.any other members, with BCDL = 1O.bpsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide, mechanical connection (by others) of truss to bearing plate capable of withstanding 382 lb uplift at joint 7, 346 lb uplift at joint 11 and 244lb, uplift at joint 1. LOAD CASE(S) Standard ,'�it-ill IIIlij.- I .1 Ci No, 53681; .' r March 12,2021 ® WARNING - Verify design parameters and READ: NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1612020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _11 ''rel is always required for stability and to prevent collapse with possible personal injury. and properly damage. For general guidance regarding the IY� T1 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Parke 36610 East 2699562 B048 SPECIAL 1 - 1 Job Reference (optional) T23175489 Builders FtrstSource, Plant City, FL. 33563 Run_: 8.420 s Oct 9 2020 Print: 8.430 s Nov 30 2020 MITek Industries, Inc. Fri Mar 12 12:35:02 2021 Page 1 I D:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-xOpgyOhePHQO CPj9rMKg1 RDe6lizDVimOZ7uh Uzbggt -1-4-0 5-0-0 7-10-0 13-3-0 18-8-0 - 21-4-10 27-8-0 1-0-0 5-0-0 2-10.0 5-5-0 5-5-0 2-8-10 6-3-6 0 Scale = 1:49.0 3x4 = 2x4 I 3x4 = 4x6 = 6.00 FIT 3 4 22 23 5 24 25 6 1.5x8 STP = 10 9 11 4x6 = 3x8 = 6x8 = I 3x4 = 1-0-0 -10-45-0-0 7-8-0 7- -0� 18-8-0 27-8-0 40-0 2-8-0 0- -0 10-10.0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 7.0 Lumber DOL 1.25 BC 0.99 BCLL 0.0 Rep Stress Incr YES WB 0.71 BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-11: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 8=736/Mechanical, 11=936/0-8-0, 2=447/0-4-0 Max Horz 2=167(LC 9) Max Uplift 8=-365(LC 10). 11=-51B(LC 10), 2=-498(LC 10) Max Grav 8=756(LC.16), 11=936(LC 1), 2=450(LC 19) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.22 12-20 >430 240 MT20 244/190 Vert(CT) -0.58 9-11 >404 180 MT20HS 187/143 Horz(CT) -0.05 8 n/a n/a Weight: 128 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-6-12 oc purtins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-0-0 oc bracing: 11-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-225/416, 3-21=-198/424, 3-4=-198/453, 4-22=-177/311, 22-23=-177/311, 5-23=-177/311, 5-24=-868/784, 24-25=-868/784, 6-25=-868/784, 6-7=-1003/837, 7-26=-1115/938,26-27=-1148/930,6-29=-1204/927 BOT CHORD 11-12=-352/656, 4-12=-287/295, 10-11=-420/645, 9-10=-420/645, 8-9=-726/1039 WEBS 5-9=-58/329, 6-9=-149/314, 7-9=-350/387, 5-11=760/568 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C.Exterior(2E) -1-4-0 to 2-7-10, Exterior(2R) 2-7-10 to 8-11-10, Interior(1) 8-11-10 to 14-8-6, Exterior(2R) 14-8-6 to 22-7-10, Interior(1) 22-7-10 to 23-8-6, Exterior(2E) 23-8-6 to 27-8-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)•Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a I O.0'psf bottom chord live load nonconcurrent with any other live loads. 7)"* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 lb uplift at joint 8, 518 lb uplift at joint 11 and 498 lb uplift at joint 2. LOAD CASE(S) Standard ® 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 anindividual 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 ANSIITPlf Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ,,��\11111111/�'I .� CX RD, ZU61 06!ONA1. N6.63681 srt 66$4 :'[artipa FL 33610 .MiTek 6904 Parke East Blvd. Tampa, FL 36610 March 12,2021 SPECIAL 11 .I 1 I T23175490 I I Job Reference (optional) Builders FustSource, Plant City, FL. 33563 Run: 8.420 s Oct 9 2020 Pnnt:•8A30 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:35:02 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-xOpgyOhePHQOCPj9rMKg1 RDa3lnQDagmOZ7uhUzbgt -1-4-0 3-2-0 7-10-0 14-3-0 20-8-0 27-8-0 14-0 4-10-0 6-5-0 65-0 7-0-0 6.00 12 0 3-0-0 4x6 = 5x6 = 3 20 21 4 7.8-0 2x4 II 22 23 5 5x8 = 6 Scale=1:49.1 1.5x8 STP = 10 9 8 11 3x4 = 3x8 — 2x4 II 3x4 = 3xs 11 I , 14-M 20-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.19 12-13 , >517 240 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) 0.15 12-13 >628 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP NG.3 REACTIONS. (lb/size) 7=736/Mechanical, 2=405/0-4-0, 11=1004/0-8-0 Max Horz 2=126(LC 7) Max Uplift 7=-374(LC 8), 2=-557(LC 8), 11=-673(LC 8) PLATES, GRIP MT20 244/190 Weight: 124 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-10-7 oc bracing. Except: 5-8-0 oc bracing: 11-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-400/635, 3-20=-344/605, 20-21=-344/605, 4-21= 344/605, 4-22=-969/644, -22-23=-969/644, 5-23=-969/644, 5-6=969/644, 6-7=1198/616 BOT CHORD " 2-13=-475/332, 13-24=-493/344, 24-25=-493/344, 12-25=-493/344, 11-12=-938/690, 4-12=-849/516, 8-9=-436/1012, 7-8=-437/1004 WEBS 6-8=0/290, 5-9=-373/303, 4-9=-409/1004 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7). Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 7, 557 lb uplift atjoint 2 and 673 lb uplift atjoint 11. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 lb down and 60 lb up at 3-0-0, and 62 lb up at 5-0-12, and 62 lb up at 7-0-12 on top chord, and 40 lb down and 139 lb up at 3-0-0. and 15 lb down and 60 lb up at '5-0-12, and 15 lb down and 60 lb up at 7-0-12 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, 3-6=-54, 6-7=-54, 12-17=-20, 11-14=-20 Concentrated Loads (lb) Vert: 3=2(F) 13=-20(F) 20=4(F) 21=4(F) 24=-8(F) 25=-8(F) ® WARNING - Verify design parameters and READ:NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component; hot 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 ANS11TP11 QuaW Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 NN No 48.6 1 O R;1' �Kin1.�1 -MiTek' - 6904 Parke East Blvd. Tampa, FL 36610 - March 12,2021 C1 s Oct 9 2020 Print: 8A30 s Nov 30 2020 MiTek T23175491 -1-4-0 0-11 4 14-0 0-114 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DO 1.25 TC 0.23 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT'CHORD 2x4 SP N0.2 BOT CHORD REACTIONS. (lb/size) 3=-3/Mechanical; 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=15(LC 1) Max Grav 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 12 12:35:03 2021 Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 0-11-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)' Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5;Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift atjoint 3, 195 lb uplift at joint 2 and 15lb uplift at joint 4. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid'for use only with MiTek® connectors. This design is based only upon parameters shown; and Is for an individual building component; not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 PEL ,S p,�s�� No •5368`i, ' 310. Tampa pL 33610 March 12,2021 6904 Parke East Blvd. Tampa, FL 36610, Job Truss Truss- Type Qly Ply�J.b 1 WATERSTONE 2699562 C1B JACK 1 T23175492 Builders FirstSource. Plant Citv FI saeaa ference o tional _.___-_--..S'f'6'_..-_-......a-N---..,.,,,,.a'Y, "p'",��,,,w. t, mei i< icaaw<u<i ra a-i I D:3x(?Yd6RbYnX016Sf6ghjjz4cnz-PaNC9khGAaYFpZIM03svafmwl9H0y66vcDsSDwzbggs � 0-11-4 0-11-4 Scale = 1:6.8 2x4 = r 0-11-4 0 11-4 Plate OffsetsKY)— .[1:0-14,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/detl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 . 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB o:o0 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=34/0-8-0, 2=19/Mechanical, 3=15/Mechanical Max Horz 1=25(LC 1.0) Max Uplift 1=-9(LC 10), 2=17(LC 10), 3=7(LC 10) Max Grav 1=35(LC 15), 2=22(LC 15), 3=17(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL`-1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift atjoint 1, 17 lb uplift at joint 2 and 7 lb uplift at joint 3. LOAD CASE(S) Standard ® WARNING -Verity design parameters and READ NOTES ON`CHIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1612020 BEFORE USE. Design valid for use only with MRekO 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 ANSI/rPll Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 , .• �'C �' F N.o •53681 lot MiTek' 6904 Parke East Blvd. Tampa, FL 36610 March 12,2021 LOT C1P City, FL.33563 - Run: 8.420 s Oct 9 2020 Print: 8.430 s Nov 30 2020 MiTek Industrie I D:193QG WBBpX3jR187zeOm7kz5?ad-PaNC9khGAaYFpZI -1 A-0 0-11-4 IA-0 0-11 A 0-11-4 0-11-4 IIOADING (psf) SPACING- 2,0-0 CSI. DEFL. in I . (lI/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 >998 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-3-8, 4=-15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-6(LC 7), 2=-213(LC 10), 4=-23(LC 15) Max Grav 3=15(LC 10),,2=158(LC 1), 4=32(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. T23175493 1212:35:032021 Pagel 9Hzy66vcDsSDwzbggs Scale = 1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 0-11-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte[lof(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in ail 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 6 lb uplift atjoint 3, 213 Ib uplift at joint 2 and 23 lb uplift at joint 4. LOAD CASE(S) Standard 74# No •53681; NA Michaelt;Magid k No-.63681 M(Tek USA; Inc. FL-Cerf 6634 $"4':N*6,6§s 'Q1vd.lainpa FG;33610 Date: March 12,2021 ®WARNING - Verify design parameters and READ. NOTES.ON iHIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid'for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/?PH 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, Parke East Jab - Truss - - Truss Type - - Qty Ply LOT 9/1 WATERSTONE - - 2699562 C1V SPECIAL g 1 T23175494 Builders f'irstSouroe. Plant Cilv. FL 33563 .,__. „ ..,,. _ .. _. .. ____ _ . _ Job Reference (optional) . __ .. _ _ _ _ _ _ ID:193QGWBB_ PX3jR187zeOm7kz5?ad-tmwaN4iuxug6RjtYyn'N86s12LZdEhZM3rtc?mMzbggr 1-4-0 0-11-4 1-4-0 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl Ld TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT'CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=-4/Mechanical, 2=158/0-8-0, 4=-14/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 0 m 0 Scale = 1:7.6 1 r` 19 1? 00 PLATES GRIP MT20 244/100 Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 0-11-4 cc purtins. Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- _ 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ff;-Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift atjoint 3, 181 lb uplift atjoint 2 and 14lb uplift at joint 4. LOAD CASE(S) Standard ,,���t,�rrrrrrit- I 0 p,EL S No •53:68t P. NAL .110 uke East Blvd: Tampa' FL 33610 March 12,2021 ® WARNING - Verify design parameters and READ.NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This desigri 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 {C• 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/7P11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety lnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Parke East Job - Truss - Truss Type - Qty Ply LOT 9/7 WATERSTONE 2699562 � C3 JACK 7 1 T23175495 RuildcrcFirel4nurne oi�..r �;«, cl Job Reference (optional) 0 r-n Mar iz "iz:So:u4 zu.&1 rage 1. I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-tmwaN4iuxug6RjtYynN86sl2LZc4hZM3rtc?mMzbggr -1-4-0 2-11-4 1 4-0 2-11A 2-11-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:12.6 PLATES, GRIP MT20 244/190 Weight: 12 lb FT = 20% Structural wood sheathing directly applied or 2-11-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=451fL=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others)' of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 157 Ib uplift at joint 2. LOAD CASE(S) Standard i ® WARNING -Verily 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 Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability -of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 and BCS! Building Component Safety /nlormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Wek' 6904 Parke East Blvd. Tampa, FL 36610 March 12,2021 Job - - - Tn15S - TNSS Type - - - - - Qty Ply - LOT 9" WATERSTONE - - 2699562 ." C3B JACK 1 1 T23175496 Builders FirstSouree. Plant Ntv FI :'%qq F'1 Job Reference (optional) I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-tmwaN4iuxug6RjtYynN86sl3PZb9hZM3rtc?mMzbggr 2-11-4 - 2-11-4 3 ADEQUATE 2x4 SUPPORT REQUIRED 2-11-4 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ;(loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.01 3-6 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=106/Mechanical, 2=67/Mechanical, 3=39/Mechanical Max Horz. 1=77(LC 10) Max Uplift 1=-30(LC 10), 2=-65(LC 10), 3=-6(LC 10) Max Grav 1=110(LC 15), 2=80(LC 15), 3=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood; sheathing directly applied or2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5,00`sf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2E) zone;C-C for meritbers and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 1, 65 lb uplift at joint 2 and 6 lb uplift at joint 3. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ.NOTES.ON'THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of designparameters 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 ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 53081: �' .ii� rp(VA� E��.♦` OF MiTek` 6904 Parke East Blvd. _Tampa, FL 36610 Scale: 1"=1' March 12,2021 Job Truss Truss Type 0-tyl Ply LOT s/i WATERSTONE f2699562 � C3V SPECIAL 8 1 T23175497 Ruildorc Fird.Cnurro Glanl r`ie, el aacez Job Reference (optional) 0 Plate Offsets (X Y)-- [2:070-15,Edge rage.i_D:193__GW_BBpX3jRlB7zeOm7kz5?ad-MyUyaQjWiCoz3tSkWUuNf4rD5zyHQOcC4XLYlpzbggq -1-4-0 2-11-4 1-4-0 2-11-4 Scale = 1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 4.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 12 lb FT = 200% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) .3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 101, 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (lb) -Max.. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.20sf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5f;'Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS forreactioris shown; Lumber DOL=1'.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by, 2-0-0 wide . will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint 2. LQAD CASE(S) Standard ND O A / �• �C/ SION-A`'s ,,"� March 12,2021 ® WARNING - Verify design parameters and READ NOTES.ON'THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 5/19/2020 BEFORE' USE. -- Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 WOW is always required for stability and to prevent collapse with possible personal injury. and property damage. For general guidance regarding the �V� �I. Il. fabrication, storage, delivery, erection and bracing of W sses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Wry Fly LOT 9/1 WATERSTONE ?699562 C5 JACK 7 1 Job Reference (optional) Builders FvstSource, Plant City, FL. 33563 Run: 8.420 s Oct 9 2020 Print: 8.430 s Nov 302020 MiTek IndL I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-MyUyaQjVYCc 1 4-0 4-11-4 1-4-0 4-11-4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10'.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 3x4 = SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.52 Lumber DOL 1.25 BC 0.39 Rep Stress Incr YES WB 0.00 Code FBC2020/TP12014 Matrix -MP T23175498 tar 1212:35:052021 Pagel r8 WztzQ OcC4XLYlpzbggq Scale = 1:17.5 DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) 0.06 4-7 ' >999 240 MT20 244/190 Vert(CT) -0.06 4-7' >908 180 Hori(CT) -0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Horz 2=185(LC 10). Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Grav 3=134(LC 15). 2=267(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph', TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterio((2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift atjoint 3 and 167 lb uplift at joint 2. LOAD CASE(S) Standard ® 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 MiTeka connectors. This desigri 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 designparameters 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 ANSI/TP/f Quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 at 'Mi1ek 6904 Parke East Blvd. Tampa, FL 36610 March 12,2021 yv. Ucy Ply LOT 911 WATERS C513 JACK 1 1 Job Reference .Source, Plant City, FL. 33563 Run: 8.420 s Oct 9 2020 Print: 8.430 s Nov 30 2020 1 D:3xt?Yd6 RbYnXO16Sf6ghjjz4cnz-Myt 4-11-4 4-11-4 l ADEQUATE SUPPORT REQUIRED 3x4 = 4-11-4 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.08 3-6 >773 240 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.05 3-6 >955 ISO BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD REACTIONS. (lb/size) 1=180/Mechanical, 2=117JMechanical, 3=64/Mechanical Max Horz 1=131(LC 10) Max Uplift 1=-52(LC 10), 2=-115(LC 10), 3=-4(LC 10) Max Grav 1=186(LC-15), 2=139(LC 15), 3=88(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. T23175499 Mar 12 12:35:05 Scale = 1:16.8 PLATES GRIP MT20 244/190 Weight: 16 Ib FT = 20% Structural wood sheathing directly applied or 4-11-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3,-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 1, 115 lb uplift atjoint 2 and 4 lb uplift at joint 3. LOAD CASE(S) Standard E ,\\1111111}�� No •53681 . '15' ;&-*'" � O R, !._ S.. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/16/2020 BEFORE USE. Design valid for use only with M7ek® 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 iVliTeic 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 BCS/ Building Component Safety Information available from Truss Parke East Blvd. ss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, Parke East 0 March 12,2021 Job Truss Truss Type - - Qty Ply - 'LOT 911 WATERSTONE 2699562 C5V SPECIAL 6 1 T23175500 Job Reference (optional) Run: a.4zu s act a zuzu Nnnt: UAW s Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:35:06 2021 Page 1 I D:193QG WB BpX3jR187zeOm7kz5?ad-g92Komk6TVxgg 10x4B PCBHOJfNCU9TsMJB56gFzbggp 1 4-0 4-11-4 1.4-0 4-11-4 SX4 � LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Veit(LL) 0.06 4-7 >925 240 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 4-7 >875 180 BCLL 0.0 Rep Stress Incr YES. WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=113/Mechanical, 2=262/0-8-0, 4=58/Mechanical Max Horz 2=185(LC.10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Grav 3=136(LC 15); 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:17.5 PLATES, GRIP MT20 244/190 Weight: 18lb FT=M% Structural wood sheathing directly applied or 4-11-4 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; Lm40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift atjoint 3 and 161 lb uplift at joint 2. LQAD CASE(S) Standard March 12,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1612020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and is far 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 ANSHTPN 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 911 ' 2699562 D02B HIP 1 1 Job Reference (optional) T23175501 Builders FirstSource, Plant City, FL. 33563 Run. 8.420 s Oct 9 2020 Print::8.430 s Nov 30 2020 MITek Industries, Inc. Fri Mar 12 12:35:06 2021 Page 1 I D:3xt7Yd6RbYnX016Sf6ghjjz4cnz-g92Komk8TVxgg 10x4BPcBH0 D8N5E9PkMJB56gFzbggp 7-0-0 13-0-0 19-11-4 21-3 4 7-0-0 6-0-0 6-11-4 1-0-0 Iu 5x8 = 2 15 16 4x6 = 3x6 = 2x4 11 '"' 3x4 = 6-1 3x6 = Scale = 1:34.5 LOADING (psf) SPACING 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:91 Vert(LL) 0.15 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.19 8-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.07 4 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 83lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except* TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1348/Mechanical, 4=1429/0-8-0 Max Horz 1=-163(LC 6) Max Uplift 1=-682(LC 8), 4=-808(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 1-2=-2553/1294, 2-15=2221/1254, 15-16=-2221/1254, 3-16=-2221/1254, 3-4=-2536/1317 BOT CHORD 1-8=994/2218, 8-17=-998/2241, 7-17=-998/2241, 748=-998/2241, 6-18=-998/2241, 4-6=-1010/2198 WEBS 2-8=88/686, 2-6=-299/58,'3-6=-60/695 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ',�� �•„I, 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to ��� the use of this truss component. ,'0 ' eL S. M -# - 4) Provide adequate drainage to prevent water ponding. ,� �j ,�, q_ ♦�, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��\ \"G E` �� `� F 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 .01 will fit between the bottom chord and any other members. N O, •5'3681 1 7),Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 682 lb uplift at joint 1 and 808 lb uplift at joint 4. 9) Hangei(s) or other connection device(s) shall be provided sufficient to support concentrated'load(s) 116 lb down and 87 lb up at 7-0-0, 86 lb down and 162 lb up at 9-0-12, and 86 lb down and 162 lb up at 10-11-4, and 116 lb down and 290 lb up at 13-0-0 on top F/ chord, and'374 lb down and 163 lb up at 7-0-0, 65 lb down at 9-0-12, and 65 lb down at 10-11-4, and 374 lb down and 163 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. , \�% 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MlcflaehS: MagId.FE NB:53&81 Uniform Loads (2=-plo MRekUSAAili&FL:Cert6634 Vert: Loads (l 2-3=-54, 3-5=-54, s-12=-20 6904. Parke East Blvd. Tampa FL:33610 Concentrated Loads (lb) Vert: 2=-116(B) 3=116(B) 8=-374(8) 6=-374(B) 15=-86(B) 16=-86(B) 17=-40(B) 18=-40(B) Vatem March 12,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This desigri is based only upon parameters shown; and is for an individual building component, not OFa truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ MITek• is always required for stability and to prevent collapse with possible personal injury, and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component MiParke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20.601 _ 6904 Tampa, Parke 36610 East !699562 E3 Builders FirstSource, Plant City, FL. 3 b Plate Offsets (X,Y)— 12:0-4-0,0-0-4 JACK 13 1_ � 1 SG10 Run: 8.420 s Oct 9 2020 Print: 8.430 s Nov 30 3-0-0 T23175502 Fri Mar 12 12:35:07 2021 Page 1 kVwZambNuw6VXrgfM hzbggo Scale=1:12.8 LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL, in (loc) I/eft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.02 4-7 - >9d99 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0 Rep Stress [nor YES WB . 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12N4 Matrix -MP Weight: 12Ib 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. (lb/size) 3=61/Mechanical, 2=197/0-4-0, 4=31/Mechanical Max Horz 2=133(LC 10) Max Uplift 3=-64(LC 10), 2=-213(LC 10), 4=-42(LC 7) Max Grav 3=66(LC 15), 2=197(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and'forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loadingrequirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3, 213 lb uplift atjoint 2 and 42 lb uplift at joint 4. LOAD CASE(S) Standard p,EL S !�j � i No53681; Mlchaeh$: Mapld PE No.63661 pa FL.3300, March 12,2021 ® WARNING . Verify design parameters and READ NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE.NNW Design valid for use only with M7ek® connectors. This design isbased only upon Parameters shown, 'and is for an individual building component, hot 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 fahricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB•89 and BCS/ Building Component Satety mr lntoadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 6904 Parke East Blvd. 20601 Tampa, Parke East Blvd. Job Truss Truss Type Qty Ply LOT 9/1 WATERSTONE r 2699562 E7 JACK g 1 T23175503 ' R„il,lorc.FircmCn.�e oi�.., m+.w, r:i ��cc� Job Reference o tional I .._.., _...._ ,, ,..., _,...�_ , ,,��.. ...,.... , ,.y., ,,., <..<, ,.,' ' o' uiuumnm, wu. ni iviai i< rc:aa:um cuc-� rage i ID:3xtiYd6R YnX6i6Sf6ghjjz4cnz-1Lcj?6kmEp3gIAb7dvwrkVwOTmSiuw6VXrgfMhzbggo -1-4-0 7-0-0 1-0 7-0-0 3x6 = 7-0-0 Plate Offsets (X.Y)-- r2:0-0-4.Fdoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.22 4-7 >381 ' 240 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.23 4-7 >368 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Grav 3=198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. a Scale = 1:22.9 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 3 and 184 lb uplift at joint 2. LOAD CASE(S) Standard i Nti, 53681, P •::` .,, iAf "'Y-NAl E �� pa FG33610 March 12,2021 ®WARNING - Verify design parameters and READ NOTES ON'rHIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. ��^ Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSUTP/1 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 Ply LOT9/1 WATERSTONE 2699562 E7V �Qty SPECIAL � T23175504 Rnild— Fi"M'..rrn PI—f f ;i FI 't1ta� Job Reference (optional) I 3x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 TCDL 7.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020rrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP N0.2 REACTIONS. (lb/size) 3=167/Mechanical, 2=336/0-8-0, 4=82/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) - Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Run: e.420 s Oct a 202u rnnr. q.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:35:07 2021 Page 1 1 D:193QG WB BpX3jR187zeOm7kz57ad-I Lcj76kmEp3glAb7dvwrkVwNcmRquw6VXrgfMhzbggo 7-0-0 7-0-0 Scale = 1:22.7 DEFL. in (loc) _ I/deft Lid PLATES GRIP Vert(LL) 0.23 4-7 >354 240 MT20 244/190 Vert(CT) -0.23 4-7 >356 180 Horz(CT) -0.03 3 n/a n/a Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood. sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; BA5ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 179 lb uplift at joint 2. LQAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component; not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 i Na .53B81 •' xF AL0�`` `Mlchael S: Magid PE Nti.53681 MITek.USA;.Ioc: FL Cert 6654 '6904;Parke:East;Blvd. Tampa FLOW W Date: March 12,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 9/1 WATERSTONE r 2699562 E7VP SPECIAL 7 1 T23175505 Riffld c Firel.Cni,mo Plant f ih, FI 1-- Job Reference (optional) I Run: 8.420 s Oct 9 202o Pnnt: a.43u s Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:35:08 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-mXA5CSIP?7BXwKAJ BcR4HiTbrAoNdNLem VaDv8zbggn 1 q p 7-0-0 1-4-0 711_n 3xb LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.21 4-7 >387 240 TCDL 7.0 Lumber DOL 1.25 BC 0.79 ' Vert(CT) 0.19 4-7 >436 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP N0.2 REACTIONS. (lb/size) 3=138/Mechanical, 2=336/0-8-0, 4=1 11 /Mechanical Max Horz 2=308(LC 10) Max Uplift 3=-153(LC 10), 2=-307(LC 10), 4=-150(LC 10) Max Grav 3=157(LC 15), 2=336(LC 1), 4=140(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:22.4 PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-3 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-1 cc bracing. NOTES - Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=SOpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift atjoint 3, 307 lib uplift atjoint 2 and 150 lb uplift atjoint 4. LQAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTESDN 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-09 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 off No •53681 .�'• O.R.1'DP �N X�F�i�sS/� IV AL X" X7 Michael S -Magid PE Nti.53681 INITek USA, Inc FL,Cert 6634 6904: Parke East .6lyd. Tafnpa PL" 33610 Date: March 12,2021 MiTek 6904 Parke'East Blvd. _Tampa, FL 36610 'WUbb2 I H3 Builders FirstSource, Plant City, FL. 33563 -1-10-10 1-10-10 III 1 6.420 s I D:3xt? LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 'TCDL Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-7 >999 240 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 -44 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 BOT CHORD REACTIONS. (lb/size) 3=73/Mechanical, 2=234/0-4-8, 4=31/Mechanical Max Horz 2=133(LC 8) Max Uplift 3=-58(LC 8), 2=246(LC 8), 4=48(LC 5) Max Grav 3=73(LC 1), 2=234(LC 1), 4=54(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. T23175506 i Mar 12 12:35:08 2021 Page 1 -IiTjdAzLd NLemVaDvBzbggn Scale=1:12.5 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% Structural wood sheathing directly applied or 4r2-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vas&INnilph; TCDU==.4.2psf; BCDL=5.opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 3, 246 lb uplift atjoint 2 and 48 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, and 56 lb down and 62 lb up at 1-5-12 on top chord, and 22 lb up at 1-5-12, and 22lb up at 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=46(F=23, B=23) 9=22(F=11, B=11) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK. REFERENCE PAGE Mll-7473 rev. 5/16/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or 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 pf trusses and truss systems, see ANSI?Pll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 \\\11I111//// M,y'i��j, i No •53681; ,. Oil A-! �NA1-_E EF MOW 6904 Parke East Blvd. Tampa, FL 36610 Ra F03610 March 12,2021 b99bb2 IH7 (MONO TRUSS q 1 1 Job Reference (optional) Builders FustSource, Plant City, FL. 33563 Run: 8.420 s Oct 9 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:35:( I D;3xt?Yd6RbYnX016Sf6ghjjz4cnz-EkkTQnm 1 mQJOXUIVIKyJpwOoMa9OMk Wo' 1-10-1010 4-6-7 1-10-9-10-1 4-6-7 5-3-10 I 3x4 = r T23175507 Scale=1:22.4 4-6-7 5-3-10 Plate Offset Offset! (X,Y)-- [2:0-2 4 0-0-0] 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 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 . 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 43 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. (lb/size) 4=159/Mechanical, 2=443/0-8-0, 5=280/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-166(LC 8), 2=-226(LC 8), 5=-78(LC'8) Max Grav 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-734/197, 3-11=-687/233 BOT CHORD 2-13=-330/681, 7-13=-330/681, 7-14=-330/681, 6-14=-330/681 WEBS 3-7=0/322, 3-6=-719/349 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 9-8-5 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building. Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide, will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166.Ib uplift at joint 4, 226 lb uplift at joint 2 and 78 lb uplift at joint 5. 7) .Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 to down and 62 lb up at 1-5-12, 56 lb down and 62lb up at 1-5-12, 5 lb down and 68 lb up at 4-3-11, 5 lb down and 68 lb up at 4-3-11, and 50 lb down and 138 lb up at 7-1-10, and 50 lb down and 138 lb up at 7-1-10 on top chord, and 22 lb up at 1-5-12, 22 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down and 7lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) to the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 3=36(F=18, B=18) 7=-11(F=-5, B=-5) 11=46(F=23, B=23) 12=99(1`=-50, B=-50) 13=22(F=11, B=11) 14=-51(F=-25, B=-25) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2mo BEFORE USE. Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building, designer must verily the applicability of design parameters and 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 ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tarripa'FL 33610 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 March 12,2021 Job Truss 17�������J.bR.fWeen ��.O, - - 2699'562 ' T23175508 H7V nal Builders FirstSource, Plant City, FL. 33563 Run: 8.420 s Oct 9 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 12 12:35:09 2021 Page 1 -1-1n_1n I D:1930G WBBpX3jRI87zeOm7kz5?ad-EkkTQnm 1 mQJ OX UIVI KyJpvvOp Ka B 7 M IGo?9J mRazb g gm I 1-10-10 5�_� 4- 4E-0 3x4 LOADING (psf) SPACING- , 2-0-0 CSI. TCLL 20.0 Plate Grip DOL . 1.25 TC 0.60 TCDL 7.0 Lumber DOL 1.25 BC 0.63 BCLL 0.0 Rep Stress Incr NO WB 0.34 BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 Scale = 1:22.4 DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) 0.09 6-7 >999 240 MT20 244/190 Vert(CT) -0.12 6-7 >999 180 Horz(CT) 0.01 . 5 n/a n/a Weight: 41 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. REACTIONS. (lb/size) 4=141/Mechanical, 2=439/0-8-0, 5=29B/Mechanical Max Horz 2=240(LC 8) ; Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) - Max Grav 4=141(LC 1). 2=439(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-998/594, 11-12=-997/624, 3-12=-948/611 — BOT CHORD 2-14=-689/920, 14-15=-689/918, 7-15=-683/933, 7-16=-699/916, 6-16=688/932 WEBS 3-7=0/293, 3-6=-918/685 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ff; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 4, 248 lb uplift at joint 2 and 163 lb uplift atjoint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 Ib up at 4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down 'and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 A WARNING -Verify design parameters and READ NOTES �ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with M7ek0 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 ANS11TPlf Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 No 53681: Michael S' Magld'k No:53681 MITekUSp; Inc. FLCeif'6634 '6904,PA9k 'EastBlvd.-Tampa FL.33616 Date: March 12,2021 Wek' 6904 Parke East Blvd. Tampa, FL 36610 2699562 H7V SPECIAL 3 1 Job Reference (optional) Builders FfrstSource, Plant City, FL. 33563 Run: 8.420 s Oct 9 2020 Print::8.430 s Nov 302020 MiTek Industries, Inc. Fri Mar I D:193QG WBBpX3jR187zeOm7kz5?ad-EkkTQnm 1 mQJOXUIVIKyJpwOpKa LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=99(F=-50, B=-50) 14=23(F=11. 8=11) 15=-11(F=-5, B=5) 16=-51(F=-25, B=-25) ® WARNING - Verlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/16/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown,'and is for an, individual building component' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additnot a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall is always required for stability and to prevent collapse with possible personal injury and property damage. For genional temporary and permanent bracing eral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 'MiTek' 6904 Parke East Blvd. Tampa, FL 36610 T23175508 age 2 Job Truss - Truss Type - Qty Ply LOT 9/1 WATERSTONE _ T23175509 2699562 . � . K20 Hip Ginter � 1 1 Job Reference (optional) _. _.__,..____,•. _. _____....... -�..w�,w,,,00�„��rvuicnnwuxues, mc. rn mar i<IL: .z.zi raged. ID:J9w?pBQ34mWMQGbmZiytDpyLuUA-iwlyd7nfXkRF9eKiJ1 UYM7YwR—W5CJxDp3JzOzbggl -1-4-0 7-0-0 13-0-0 20-0-0 21-4-0 1 4-0 7-0-0 6-0-0 7.0-0 14-0 Scale=1:36:6 5x8 = NAILED NAILED 4x6 = 3 NAILED NAILED 4 I0 4x6 —� 3x6 II vxo — 6x8 = I 4x6 = Special Special 7-0-0 13-0-0 - 20-0-0 7-0-0 6-0-0 7-0-0 rlale Vrrsets tAy)— 13:U-b-U U-2-b1,14:U-3-4 U-2-OJ 17:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) , I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.21 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.26 7-9 >907 180 BCLL 0.0 * Rep Stress incr NO WB . 0.35 Horz(CT) . 0.07 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 86lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. WEBS 2x4 SP No.3 "Special" indicates special hanger(s) or other connection device(s) required at location(s) REACTIONS. (lb/size) 2=1531/0-8-0, 5=1531/0-8-0 shown. The design/selection of such special connection device(s) is the responsibility of Max Horz 2=-171(LC 6) others. This applies to all applicable truss designs in this job." Max Uplift 2=-942(LC 8), 5=-942(LC 8) Max Grav 2=1834(LC 13), 5=1834(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3422/1639, 3-4=-W74/1553, 4-5=-3424/1639 BOT CHORD 2-9=-1293/3091, 8-9=-1310/3139, 7-8=-1310/3139, 5-7=-1293/2988 WEBS 3-9=-406/1166, 4-7==418/1192 NOTES- 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of'20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 942 lb uplift at joint 2 and 942 lb uplift at -joint 5. 8) Girder carries hip end with 7-0-0 end setback. 9) "NAILED" indicates 3-1Od (0.148"x3").or 3-12d (0.148"x3:25') toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 lb down and 321 lb up at . 13-0-0; and 733 Ib,down and 321 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=40(F=-16), 4-6=-54, 9710=-20, 7-9=-89(F=-69), 7-13=-20 Concentrated Loads (lb) Vert: 9=-475(F) 7=-475(F) No �5�3:68`I; 0 RV f0 Michael S. WOVE No 63681 MiTek:USA inc t 1;Cert 6634 :6,904:Patile:East Bivl:'fampa'�L';33610, Date: March 12,2021 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/16/2020 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 "p/��Te,l�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW 11 11ll fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCS/ Building Component Saleiyfntomtation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, M6904 Parke East Blvd. D 20601 _ Tampa, Parke 3ast K21 Hip LOT 911 T23175510 ' I I I IJob Reference (optional) uce, Plant City, FL 33563 Run. 8.420 s Oct 9 2020 Print:"8.430 s Nov 30 2020 MiTek Industries, Inc. I'd Mar 12 12:35:10 2021 Page,1 ID:J9w7pBQ34mWMQGbmZiytDpyLuUA-iwlyd7nf)(kRFgeKiJ1UYM7YOV WH5FexDp3JzOzbg, 6-3-G 9-0-0 .11-0-0 13-8-10 20-0-0 21-4-0 6-3-6 2-8-10 2-0-0 2 8-10 6-3-6 1-4-0 4x6 = 46 = 3x6 = 3x4 = __ — 3x4 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 REACTIONS. (lb/size) 1=738/0-8-0, 6=814/0-8-0 Max Horz 1=-204(LC 81 Max Uplift 1=-348(LC 10), 6=-454(LC 10) Scale = 1:36.2 CSI. DEFL, in (loc) I/den Lid PLATES GRIP TC 0.51 Vert(LL) -0.15 10-13 >999 240 MT20 244/190 BC 0.70 Vert(CT) -0.33 10-13 >735 180 WB 0.14 Horz(CT) 0.03 6 n/a n/a Matrix-MSH Weight: 90 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-6-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-11-2 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1196/936, 2-3=-982/820, 34=-830t758, 4-5=-979/813, 5-17=-1134/914, 17-18=-1150/904,6-18=-1190/901 BOT CHORD 1-10=-640/1081, 9-10=-350/830, 8-9=-350/830, 6-8=609/1029 WEBS 2-10=-397/433, 3-10=-285/374, 4-8=-237/361, 5-8=-386/387 NOTES- 1) Unbalanced roof live loads have been, considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. Ii; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-11-10, Exterior(2R) 3-11-10 to 16-7-5, Interior(1) 16-7-5 to 17-4-6, Exterior(2E) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others), of truss to bearing plate capable of withstanding 348 lb uplift at joint 1 and 454 lb uplift at joint 6. LOAD CASE(S) Standard ®WARNING -Verify design parameters and READ NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/16/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance, regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7P11 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Io. ��11411111/�� ,,��� PEA S �_ 4i •v" �` ��. No 5"3681 Michael t. MagId.PE No.53,681 MiTek USA Inc: fL:Cert 6634 '6904 Parke:East.Bbd: Tampa FL ,J0 Date; March 12,2021 1V!!I• WWI. 6904 Parke East Blvd. Tampa, FL 36610 Job - Truss Truss Type - - - - Qty Ply WATERSTONE 2699562 K23 Hip Girder 1 JLOT911 T23175511 Builders FirslRnu PI.M r.ih, PI 1,5P1 Job Reference o tional I you s ,.v au zuzu mi i err tnaustnes, Inc. i-n Mar 12 12:48:20 2021 Pagel ID:J9w?pBQ34mWMQGbmZiytDpyLuUA-avl VRFLBUTz9x2jXayfoNjGOvRCoBOMDujQ7iEzbgUP 10-3-0 -1-4-0 5-3-0 9-9-0 1 -00 14-9-0 20-0-0 21�-0 1-4-0 5-3-0 4-6-0 0 3- 4-6-0 5-3-0 1-4-0 0-3-0 Scale = 1:40.9 4x6 11 1.5x8 STP = 3x8 I I n I uzo 4x 1 u 1v11 zun" = 10xl2 = 3x8 I I HTU26 1.5x8 S7P = 4x6 = HTU26 4x6 = 10-M 5-3-0 9-9-0 1 -0 0 14-9-0 20.0.0 5-3-0 46-0 0-3- 4-6-0 5-3-0 0-3-0 Iv 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.16 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 9-11 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 226lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-9 cc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3199/0-8-0, 6=4115/0-8-0 Max Horz 2=236(LC 24) Max Uplift 2=-1655(LC 8), 6=-2096(LC 8) Max Grav 2=3199(LC 1), 6=4378(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6883/3415, 3-4=-4981/2521, 4-5=-4986/2524, 5-6=-7342/3485 BOT CHORD 2-1 1=-2900/6106,11-16=-2900/6106, 10-16=2900/6106, 9-10=-2900/6106, 8-9=-2974/6524, 6-8=-2974/6524 WEBS 3-11=-712/1574, 3-9=-1919/1036, 5-9=-2756/1194, 5-8=-813/2202, 4-9=-1996/4055 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4 Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 81 * 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 1655 lb uplift at joint 2 and 2096 lb uplift at joint 6. 10) Girder carries tie-in span(s): 20-0-0 from 6-4-12 to 20-0-0 11) Use Simpson Strong -Tie HTU26 (20-1 Od Girder; 14-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent at 6-4-12 from the left end to. connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg, down. 12) Use Simpson Strong -Tie HTU26 (20-10d'Girder, 11-1 Odx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. starting at 8-4-12 from the left end to 20-0-0 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Noirt 'F , 5368 t 0 Michael S. Magid PE No. 681 MITek USA -InCc FL:Gert 6634 ;6904. Parkt3 East Blvd. Tarnpa Fl- 33610 Date: ® WARNING -Verify design parameters and READ NOTES.ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5l1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 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 March 12,2021 b Truss - TrussType - - Qty Ply WATERSTONEf F269p9562 K23 Hip Girder 1 JLOT9/1 T23175511 Builders FirstSoume. Plant city. FI 33Fa3 Job Reference (Optional) n.rvmr lL iz;go:[uzuz1 ragez ID:Jgw?pBQ34mWMQGbmZiytbpyLuUA-avl VRFLBUTz9x2jXayfoNjGOvRCoBOMDujQ7iEzbgUP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 2-16=-20, 6-16=-341(17=321) Concentrated Loads (lb) Vert: 16=1328(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/16/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL Blvd. East Symbols PLATE LOCATION AND ORIENTATION 13 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_17fi' For 4 x 2 orientation, locate plates 0- y+s' from outside edge of truss. This symbol indicates the. required direction of slots in connector plates. "Plate location details available' in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings, . (supports) occur. Icons vary but reaction 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. s SCSI: Build ingComponent Safety Information, Guide.to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System- 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 8 7 6 5 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-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, oraltemative Tor l bracing should be considered. 0 Of 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. 2 U 4. Provide copies of this truss design to the building p' designer, erection supervisor, property owner and I— all other interested parties. 5. Cut members to bear tightly against each other. 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-390T 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. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 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 puriins 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. © 2012 MiTek®All Rights.Reserved - 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. MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 r u, 20. Design assumes manufacture in accordance with ANSIMPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.