Loading...
HomeMy WebLinkAboutTruss258 Southhall Lane, Suite 200 F D Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES June 15, 2021 Building Department Ref: Adams Homes Lot: Lot 28 Blk.1 Subdivision: Fort Pierce - Waterstone Address: 5340 Lugo St. Model: 1820 B LHG KA # 21-6350 Truss Company: Builders First Source Date of drawings: 6/8/21 Job No.: 2776534 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. sell Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 6/15/2021 6/15/2021 Carl A. Brown, P.E. Scott Lewkowski, P.E. FL. # 56126 FL. #78750 FDS Engineering Associates, A TSG Company "Your Building Code Experts" o %V ABLO O�0 ,� •s••• �O i No 878 4 . (P � : STAT • OF M Luis Pablo orres, P.E. FL. # 8786 CONNECTORS SCHEDULE ROOF TRUSS QT ID MODEL ROOF UPLIFT SYM 0 1 A-11 LUS24 / JUS24 895 / 835 490 /510 1LA- 7 A HTU26/ THD26 3600 /'3470 1555 / 2330 ILA 0 B HTU28 /THD28 4680 / 5040 2140 / 2330 u6 0 C HTU26-2 /THD26-2 3600 / 3355 2175 / 2340 LC 0 D HTU28-2 / THD28-2 4680 / 5605 3485 / 2595 1 w 0 E HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 1 I IF 0 F HGUS28-2 ! THDH28-2 17460 / 8025 3235 / 3330 1 if: 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 1 LG 0 H HGUS28-3 / THDH28-3 7460 / 7935 3235 / 4370 1 w 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 1 W 3X8NOP ❑+ Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner FDS ENGINEERING ASSOCIATES Date: 06/15/2021 By: ES Submittal No.: ProjectNo.: 21-6350 Project Eng.: Luis Torre Project Name: Adams Homes - Fort Pierce - Waterston - Lot 28 Blk 1 / TOME CEIUNG FRMONG REQUIRED IN FIELD BY BUILDER gar nrr"�vlu MAIN VAND FORGE RE!iMM G SYSTEWI HYBRID WIND ASCE746 ENCLOSED ERPOSURE CATEGORY OCCUPANCY CATEGORY 6 TRUSSES HAVE BEEN DESIGNED FOR A M0 PSF BOTTOM CHORD LIVE LOAD NONGONCURRENT WTT ANY OTHER LNE LOADS ROOF LOADING FLOOR LOADING TCLL: 20 PSF TCLL• 40 PSF TCDL• 07 PSF TCDL: 10 PSF BCDL• 10 PSF BCDL• 6 PSF TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.26 DURATION: 1.00 IMPORTANT This Drawing Must Be Approved And Returned Before Fabrication Will Begin. For Your Protection Check All Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL NOTES AND DIMENSIONS HAVE, BEEN ACCEPTED., By Date 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. (10. 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 &ECPTIONS. The General Contractor Is Responsible Foe 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: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: IS" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE Hatch Legend 8'-0" bearing ®10'-0" bearing BUILDER: Adams Homes PROJECT: Single Family MODEL, 1820 B 3CAR ADDRESS: 6340 LUGO ST LOT I BLOCK: 1 2811 SUBDIVISION: I WATERSTONE CITY: FT PIERCE DRAWN BY: KSANCHEZ JOB # : 1 2776534 DATE: I 06/0612021 I SCALE: I NTS PLAN DATE: 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33663 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. Itttt .v�tttttti MiTek® RE: 2776534 - :MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 1820 B 3CAR ModeTlamfg j� t3 36XIT Lot/Block. 28/1 Subdivision. WATERSTONE Address: 5340 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: ASCE 7-16 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 61G15-31.003, section 5 of theFlorida Board of Professional Engineers Rules. .No. Seal# Truss Name .Date :No. Seal# Truss Name _Date 1 T24238677 A01 6/8/21 23 T24238699 C3V 6/8/21 2 : :724238678 A02 6/8/21 24 „ -T24238700 C5 6/8/21 ' - 3 T24238679 A03 6/8/21 25 :: T24238701 C5B 6/8/21 4 T24238680 A04 6/8/21 26.: T24238702 C5V 6/8/21 5 T24238681 A05 6/8/21 :27 T24238703 D02B 6/8/21 6 T24238682 A06 6/8/21 28 T24238704 E3. 6/8/21 7 T24238683. A07 6/8/21 29 T24238705 E7 6/8/21 8,: T24238684 A08 6/8/21 30 EN 6/8/21 9 : T24238685 A09 6/8/21 .::T24238706 31 T24238707 E7VP 6/8/21 10_ T24238686 A10 6/8/21 32 T24238708 H3 6/8/21 11 T24238687 A11 B 6/8/21 :33 T24238709 H7 .6/8/21 12 T24238688 Al2B 6/8/21 34 T24238710 H7V .6/8/21 13 T24238689 B02B 6/8/21 35 T24238711 • K20 6/8/21 14 T24238690 B03B; 6/8/21 36 T24238712 K21 6/8/21 15 T24238691 B04B . 6/8/21 37 T24238713 K23 6/8/21 .16 T24238692 B05B 6/8/21 17 T24238693 C1 6/8/21 18 T24238694 C1 B 6/8/21 19 T24238695 C1 P . 6/8/21 20 T24238696 C1 V 6/8/21 21 T24238697 C3 6/8/21 22 T24238698 C3B 6/8/21 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 J 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 ANSVTPI 1, Chapter 2. G�PEt_ S. M,q� i,� �� �J• ••'�G E N S % ,0 id* (; N.o Z1 STATE OF 111 1111N A� �� � Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Magid, Michael 1 of:1 Job Truss Truss Type Qty Ply r ) T24238677 2776534 A01 SPECIAL i8 1 Job Reference (optional) outluers MrstouLUI a trQnll idly, rL), rtant ldty, r-L - dJOor, 0.40U s May IZ ZUZ I Wit t eK inausines, Inc. Jun dun 0 1 o:zu:ul zuzl rage l •! I D:193QG W BBpX3j RI87zeOm7kz5?ad-we6NBekRFBTT W omnLmsoD9HLOiJ5?EJN9?kei7z8y5 W r1-4-Q 6-3-0 11-11=12 19-10.0 27-8-4 33.5.0 39-8-0 01-0-q 1-4-0 6.3.0 5.8-12 7-10-4 7-10-4 5-8-12 6-3-0 1-4-0 w 0 Scale=1:72.2 5x6 = ST1.5x8 STP = ST1.5x8 STP = 5x12 3.00 12 5x12 zz 8-8-0 , 17-6-8 22-1-8 31-0-0 39-8-0 8-8-0 8-10-8 4-6-15 8-10.8 Plate Offsets (X,Y)-- [2:0-4-8,0-2-81,[4:0-4-0,0-3-01,[6:0-4-0,0-3-01;[8:0-4-8,0-2-81,[10:04-0,0-5-01,[14:0-4=0,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.49 10-11 >960 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.83 10-11 >661 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.48 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 230 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 31 'Except* 1-4,6-9: 2x4 SP No.2 BOT CHORD 2x6 SP M 26 `Except* 13-14,10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=433(LC 9) Max Uplift 2=-810(LC 10), 8=-810(LC 10) Max Grav 2=1782(LC 15). 8=1782(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD. Rigid ceiling directly applied or 6-1-9 oc bracing. WEBS 1 Row at midpt 6-11, 4-12 FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5794/2627, 3-4=-5560/2469, 4-5=-2715/1481, 5-6=-2676/1481, 6-7=-5238/2469, 7-8=-5483/2628 BOT CHORD 2-14=-2202/5538, 12-14=-1441/3786, 11-12= 649/2204, 10-11=-1441/3291, 8-10=-2202/4922 WEBS 5-11= 425/1139, 6-11=-1436/820, 6-10=-682/2000, 7-10=-188/281, 5-12=-425/1190, 4-12— 1522/820, 4-14=-682/2184, 3-14=-173/281 : NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Extedor(2R) 15-10-6to 23-9-10, Interior(1) 23-9-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 8. y 0 0 m N Ia 6 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall. building design. Bracing indicated is to prevent buckling of individual truss web.and/orchord members only. Additional temporary and permanent bracing . MiTek' is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P/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 Qty Ply y T24238678 2776534 A02 SPECIAL 2 1 Job Reference (optional) t5utaers tIrSIJOurce (Plant L iry, t-L), viam cny, VL - JJbb r, tf.4JU s may l z zuzl mi I eK mauSmeS, Inc. Jun Jun b l b:2`J:UJ ZU'Ll rage 7 ok ID:193QGWBBpX3jR187zeOm7kz5?ad-s1 E8ZKlhnojBl6wATBuGlaMitWztT8sgcJDlmOz8y5U r1-4•q 6-3-0 11-11-12 19.0-0 20-8-0, 27-8.4 33-5-0 39-8-0 1.4 00 6-3-0 5.8-12 7-0-4 1-8-0 7-0-4 5.8-12 6-3-0 Scale=1:75.1 dI O 5x6 = 6.00 F12 5x6 = 6 0 ST1.5x8 STP= 3x4 = ST1.5xB STP= 6x8 3.00 12 6x8 ZZ 8-8.0 15-7-7 19-10-0 24-0-9 31-0-0 39-8-0 8-B-0 6-11-7 4-2-9 4-2-9 6-11-7 8.8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [4:0-4-0,0-3-0], [5:0-4-0,0-2-8], [6:0-4-0,0-2-8], [7:0-4-0,0-3-% [9:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.53 12 >890 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.80 11-12 >584 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.54 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 218 lb FT = 20% LUMBER - TOP CHORD. 2x4 SP N0.2 *Except*. 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except*. 2-16,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Hors 2=-417(LC 8) Max Uplift 2=-81O(LC 10), 9=-81 O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/2623, 3=4=-4460/2503, 4-5=-2621/1685, 5-6=-1866/1397, 6-7=-2621/1685, 7-8=-4460/2503, 8-9=-4678/2623 BOT CHORD 2-16=-2192/447.1, 15-16=-1473/3093, 13-15=-740/1864, 12-13= 740/1862, 11-12=-1473/2962, 9-11=-2192/4181 WEBS 4-16=-695/1675, 4-15=-1162/756, 5-15=-535/1071; 5-13=-261/320, 6-13=-261/320, 6-12=-535/1010, 7-12=-1086/756, 7-11=-695/1545 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. Il; 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 15-0-6, Extedor(2R) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces &.MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide' adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load.nonconcurrent with any other live loads. -6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. =8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 Ito uplift at joint 2 and 810 lb uplift at joint 9. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII.7473 rev. 5/19/2020 BEFORE USE. . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy.incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual trussweb,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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 1 ' T24238679 2776534 A03 SPECIAL 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:29:04 2021 Page 1 ON I D:193QG W BBpX3j RI87zeOm7kz5?ad-KDoW ngmJY6r2NGUMOvPVmvv7wInCYOprzzl ISz8y5T r1-4-q 6-3-0 11-11-12 17-0-0 22-8-0 27-8-5 33-5.0 39-B-0 1-4-0 6-3.0 5-8-12 5-0-5 5.8-0 5-0-4 5-8-12 6.TO 1-4.0 Scale=1:75.1 6.00 12 5x6 = .5x8 = 5 6• m 0 6 0 6 co Ic N O ST1.5x8 STP= ST1.5x8 STP= 5x8 3.00 12 5x8 ZZ L 8-8.0i 17-0-0 22-8-0 31-0.0 39-8-0 r 8-8-0 8-4-0 5.8-0 1 B-4-0 Plate Offsets (X,Y)-- [2:0-5-3,0-1-6],[4:0-3-0,0-3-0],[5:0-3-0,0-2-0],[6`.0-6-0,0-2-8],[7:0-3-0,0-3-0],[9:0-5-3,0-1-61,[11:0-4-0,0-4-8],[15:0-3-12,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.80 Vert(LL) 0.53 11-12 >891 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.79 11-12 >590 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.49 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:235 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-810(LC 10), 9=-81 O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4846/2901, 3-4=-4578/2723, 4-5=-2453/1692, 5-6=-2150/1604, 6-7=-2451/1691, 7-8=-4578/2723, 8-9=-4846/2901 BOT CHORD 2-15=-2453/4599, 14-15=-1599/3074, 12-14=-998/2148, 11-12=-1599/2984, 9-11=-2453/4352 WEBS 3-15=-261/317, 4-15=-775/1762, 4-14=-1183/761, 5-14=-394/792, 6-12=-394/816, 7-12=-1111[761, 7-11=-775/1647, 8-11'=-275/317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26=7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. . . "8) Provide mechanical connection:(by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 9. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 8,2021 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 wt a truss system. Before use, the building designer must verify the applicability of design parameters and propedyIncorporate 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 injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate, Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply - ti T24238680 2776534 A04 SPECIAL 2 1 Job Reference (optional) nuuoers mrst5ource Imam tofty,-t-L), Ylant city, rL - 33titi/, 6.43U S May 12 ZUZ1 MI I eK Inoustnes, Inc. Sun Jun 6 16:29:U6 2U21 Page 1 in ID:193QG W BBpX3j R187zeOm7kz5?ad-GcvGBMoZ4j5mcae18KSzwC_FFj?OgYO61HS PNLzBy5R rt-4-q 5-11-1 9.6-9 15-0-0 19-10.0 24-8-0 W-1-7 33-8-15 39-8-0 1.1-0-q 1-4_0 5-11-1 3-7-9 5-5-7 4-10.0 4-10.0 5.5-7 3-7-9 5-11-1 1-4-0 Scale=1:75.1 6.00 12 5x6 = 5 3x4 = 5x6 — 19 6 20 7 ST1.5x8 STP = ^ST1.5x8 STP = 5x12 % 3.00 12 5x12 c 8-8-0 15-0.0 24-8-0 31-0-0 39-8-0 8.8-0 6.4-0 9.8-0 6-4.0 8.8-0 Plate Offsets (X,Y)-- [2:0-0-3,1711-7], [2:0-3-7,Edge], [4:0-3-0,0-3-0], [5:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-0-3,1 -11 -7], [10:0-3-7,Edge], [12:0-3-8,0-5-0], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.48 13-15 >975 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.84 13-15 >560 180 BCLL 0.0 Rep, tress Incr YES WB 0.53 Horz(CT) 0.48 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014. Matrix-SH 'Weight: 237 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 *Except' 14-16,12-14: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD . Rigid ceiling directly' applied or 5-0-14 oc bracing. WEBS 1 Row at midpt 4-15, 8-13 Max Horz 2=335(LC 9) Max Uplift 2=-81O(LC 10), 10= 81 O(LC 10) Max Grav 2=1791(LC 15), 10=1791(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5703/2964, 3-4=-5526/2858, 4-5=-3211/1882, 5-6= 2872/1788, 6-7=-2776/1788, 7-8=-3105/1882, 8-9= 5278/2858, 9-10= 5465/2964 BOT CHORD 2-16=-2507/5375, 15-16=-2095/4637, 13-15=-1368/2990, 12-13=-2095/4197, 10-12= 2507/4901 WEBS 4-16= 587/1599, 4-15=-1857/965, 5-15=-495/1140, 7-13=495h 148, 8-13=-1751/965, 8-12= 587/1485, 6-15=-332/201, 6-13=-332/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 11-0-6, Extedor(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Extedor(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, 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 1.0.0 psf bottom chord live load nonconcurrent with any other live loads. -6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. -8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 10. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 68D4 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building comoonent, not a truss system. Before use, the building designer must verify the applicability of design parameters and; propedyincorporate this design into the overall' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always. required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply A 1 T24238681 2776534 A05 SPECIAL 1 1 Job Reference (optional) timaers mrsibource kmam L ny, M); t'iani 1111y, M - JJbb1, b.4JU s May 1z zuxi MI I eK mausineS, Inc. .1.-Un Jun b l b:2V:u7 Luxi rage l ID:193QGWBBpX3jRl87zeOm7kz5?ad-koTePhoCr1 DdEjD)dlzCTQXP?7JOPyyFXxByvnz8y5Q t1-4-q 6-8.0 13-0.0 19-10-0 26.8-0 33.0=0 39.8-0 41-0-Q 1-4 6-8.0 6.4-0 6-10-0 6-10-0 6-4-0 6-8-0 1-4-0 Scale=1:75.1 Sx6 = 6.00 12 3x4 = 5x6 — 417 18 5 19 206 ST1.5x8 STP.= ST1.5x8 STP= 6x8 3.00 12 6x8 ZZ 8-8-0 15-7-5 24-0.11 31-0-0 39-8-0 8-8-0 6-11-5 8-5-6 6-11-5 8-8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [3:0-3-0,0-3-01, [4:0-3-4,0-2-01, [6:0-3-4,0-2-01, 17:0-3-0,0-3-01, [8:0-5-9,Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in :(loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.55 11-13 >845 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC .0.91. Vert(CT) -0.89 11-13 >526 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 8 n/a n/a BCDL' 10.0 Code FBC2020/fP12014 . Matrix-SH Weight: 190 lb FT = 20 LUMBER - TOP CHORD 2x4 SP M 31 'Except' 4-6- 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-14,8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Hort.2=-294(LC 8) Max Uplift 2=-810(LC 10), 8=-810(LC 10) Max Grav 2=1533(LC 1), 8=1533(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD : Rigid ceiling directly applied or 3-10-15 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4722/2949, :3-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 6-7= 4466/2806, 7-8=-4722/2949 ' BOT CHORD 2-14=-2492/4340, 13-14=-1444/2714, 11-13=-1702/3110, 10-11= 1444/2714, 8-10=-2492/4222 : WEBS 3-14= 282/338, 4-14=-985/1859, 4-13=-142/522, 5-13=-394/275, 5-11=-394/275, 6-11= 142/522, 6-10=-985/1749, 7-10=-292/338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 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) -14-0 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, Intedor(1) 30-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 3) Building Designer /'Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component.; 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load :non concurrent with any other live loads: "6) ' This truss has been, designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-O.tall,by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle -to grain formula. Building designer should verify capacity of bearing surface. 18) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint B. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 ® 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 trussweb.and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage; delivery, erection and bracing of trusses and truss systems, see . ANSUTPII Quality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from TrussPlateInstitute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24238682 2776534 A06 SPECIAL 1 1 Job Reference (optional) t3unaers rirsiJourCe trianl filly, r-L), rlanl 1111y, rL - 73b01, u.43U s May I e ZUZ I IVII 1 eK Inuusines, Inu. Jun Jun O 10;4u;uo eve rage I 1 ID:193QG W BBpX3j Rl87zeOm7kz5?ad-C_1 Ocl pgbKMUsto7FkUR?d3Z3Xg78Si PmbxW RDz8y5P r1-4-Q 5-11-1 , 1i-0.0 17-0.0 22-8.0 28-8-0 33.8-15 39-B-0 41-0.q 1-4-0 5.11-1 5.0-15 6-0-0 5-8-0 6-0-0 5-0-15 5.11-1 1-4.0 r ST1.5x8 STP = 6x8 3.00 12 . 5x6 =I 2x4 11 4 18 19 5 5x6 = 5x6 = 6 20 21 7 ST1.5x8 STP= 6x8 Zz Scale=1:73.6 8-8-0 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)-- [2:0-5-9,Edge], [4:0-3-8,0-2-41, [6:0-3-0,0-3-01, [7:0-3-8,0-2-41, [9:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.94 Vert(LL) 0.68 12-14 >689 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.97 12-14 >481 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except BOT CHORD Rigid ceiling directly applied or 3-11-8 oc bracing. 13-15,11-13: 2x6 SPNo.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-810(LC 10), 9=-810(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All. forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2926, 3-4=-4455/2724, 4-5=-3991/2570, 5-6=-3991/2571, 6-7= 3994/2572, 7-8=-4455/2724, 8-9= 4675/2926 BOT CHORD 2-15= 2472/4227, 14-15=-1709/3153, 12-14=-2149/4007, 11-12=-1710/3155,. 9-11=-2472/4178 WEBS 3-15=-214/309, 4-15=-702/1462, 4-14=-493/1086, 5-14=7319/298, 6-12=-376/300, 7-12= 493/1086, 7-11=-699/1408, 8-11=-227/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp'C; Encl., GCpi=0.18; MWFRS'(directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(2R) 7-076 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, Extehor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom, chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 9. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Patte East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown; and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 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, FE 36610 Job Truss Truss Type City Ply A y T24238683 2776534 A07 SPECIAL 1 1 Job Reference (optional) Lwimers it irst30Ufce (mant. city, I-L)', viant city, rL - 33b61, 6.48U S may 12 2U21 ml I eK InOUStneS, Inc. Sun Jun 6 16:29:U9 ZU21 rage 1 t ID:193QGW BBpX3jR187zeOm7kz5?ad-hBbPgNgSMeULT1 NKpS?gYrcmlx6_tvUY?Fg3_fz8y5O r1-4-q 4-6-5 9.0-0 15-10-8 23.9-8 30-8-0 35-1-11 39.8-0 ¢7-0 q 1-4-0 4-6I 4-5.11 6-10-8 7.10-15 6-10-8 4-5-11 4.6-5 1-4-0 J 5x6 = 3x4 = 6.00 F12 4 21 2223 5 5x8 = 5x6 = 6 24.25 26 7 ST1.5x8 STP= 2x4 II 3x4 = 2x4 II ST1.5x8 STP- 4x6 ' 3.00 12 46 ZZ THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4-6-5 8.8-0 . 12-8-0 12- -14 19.10.0 26.0-0 31-0-0 35-1-11 39-8-0 4.6-5 4-1-it 4-0-0 0- -14 7-1-2 6-2-0 5-0.0 4-1-11 4-6-5 Scale = 1:73.6 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 >943 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.03 9 n/a fi/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 191 lb FT = 20% LUMBER- BRACING- . TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly: applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 6-0-0 oc bracing: 15-16,13-15. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (Ib) - Max Horz 2=-212(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-312(LC 10), 9=-326(LC 10), 16=-675(LC 10), 13=-703(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=461(LC 15), 9=538(LC 16), 16=1106(LC 19), 13=1162(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/450, 3-4=-338/147, 4-5=-287/644, 5-6=-74/688, 6-7=-307/675, 7-8=-470/228, 8-9=-1055/524 BOT CHORD 2-18=-251/931, 17-18=-257/935, 16-17=-28/292, 15-16=-301/136, 13-15= 391/248, 12-13=0/331, 11-12=-323/894, 9-11=-317/890 WEBS 3-17=-553/413, 4-17=-39/401, 4-16=-951/598, 5-16=-787/686, 5-15=-513/208, 6-15=-487/295,7-12=-58/372,8-12=-542/404,6-13=-766/671,7-13=-961/665 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=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 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12711-10 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 110.0 psf bottom chord live load nonconcurrent with any other live loads. 16) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 48) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 2, 326 ib uplift at . joint 9, 675 Ib.uplift at joint 16 and 703 lb uplift at joint 13. 9) Load case(s) 4, 5, 6; 7, 8, 9, 10, 11, 12, 13, 15, 16; 17, 18 has/have been modified: Building designer must review loads to, verify that they are correct for the intended use of this truss. - . 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued.on page 2 Michael S. Magid PE N0.53681 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 8.2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based. only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy.incoryorate this design 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 elways.required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saretylnformation available from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply x T24238683 2776534 A07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:29:10 2021 Page 2 ! ID:193QGWBBpX3jR187zeOm7kz57ad-9N9nljr47ycC5ByWN9Wv429x2LRDcMkiDvQcW6z8y5N LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 a Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 2-17=-20; 12-17=-20, 9-12=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=105, 2-19=59, 19-20=47, 4-20=70, 4-22=70, 22-25=47, 7-25=70, 7-27=70, 27-28=47, 9-28=59, 9-10=105, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-113, 2-19� 67, 19-20=-56, 4-20= 78, 7-27=78, 27-28=56, 9-28=67, 9-10=113 5) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4= 41, 4-7=-41, 7-9- 41, 9-10=3, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead + 0.6 MWFRS Wind (Pos: Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-4=13, 4-23=45, 23-26=26, 7-26=16, 7-9=31, 9-10=21, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-4=31, 4-21=16, 21-24=26, 7-24=45, 7-9=13, 9-10=42, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12- 10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead+ 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-4=5, 4-7- i6, 7-9= 36, 9-10=-26, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-.13=-201 9-12= 20 Horz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-12 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9.-1.0=45, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13- 10, 9712= 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=-i6, 7-9=-16, 9-10=-51 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13= 20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=:2, 9-10=9 . 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 2=17=-20, 16-17- 20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2; 9-10=9 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13- 20, 9-12= 20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 - 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=-53, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2= 22, 2-4=-14, 7-9=-17, 9-10=-9 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=45, 4-7=-45, 7-9=-45, 9-10=-37, 2-17=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12= 20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37; 2-4=-45, 4-7= 45, 7-9= 45, 9-10- 37, 2-17= 20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 9-12=-20 Horz: 1-2=-7, 2-4=1, 7-9- 1, 9-10=7 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 5/19/2020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or•chord members only. Additional temporary. and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,-2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24238684 2776534 A08 SPECIAL 1 1 Job Reference (optional) nuuoers rirsraource triam Lay, rLl, riani L,rry, rL - aa00r, O.v.JU s May i Z ZUZ i rvn r eK rnOn51neS, Inc. oun dun o r o:ZV: i i zuz r rage r ID:193QG W BBpX3j RI87zebm7kz5?ad-dZj9F36uFk3jLXixtl8dGh5YkhYLj4rSZ9A2Yz8y5M r1-4-q 7-0-0 12-3.1 16-0-8 19-10-0 22-5-14 , 26-3-5 32-8-0 39-8-0 41-O-q 1-4-0 7-0.0 5-3-1 3-9.8 3-9.8 2-7-14 3-9-8 6-4-11 7-0-0 Scale = 1:73.6 6.00 F12 5x6 = 3x8 = 2x4 II 5x6 = 5x12 = 3x4 = 5x6 = 3 18 19 4 2021 22 5 23 246 25 7 . . 26 : 827 28 29 9 ST1.5x8 STP = _ ST1.5x8 STP = 3x6 % 3x8 3.00 12 5x6 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 7-1-8 12-3-1 12 -0 19-10-0 26-2-0 26 -5 32-6-8 39-8-0 7-1-8 5-1.9 0- -15 7-4-0 6-4-0 0- -5 6-3-3 7-1-8 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-3-0,0-2-0], 14:0-3-8,0-1-8], [7:0-3-0,0-3-0], [B:0-3-8,0-2-8], [9:0-4-0,0-2-8], [10:0-4-7,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.24 14-16 >709 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Verf(CT) -0.27 14-16 >635 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-SH Weight: 179lb FT=20 LUMBER-. TOP CHORD 2x4 SP No.2 *Except` 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 ' WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. WEBS 1 Row at midpt 8-12 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 at joint(s) except 2= 362(LC 8), 10=-445(LC 8), 16— 1709(LC 8), 13=-1849(LC 8) Max Grav All reactions 250.lb or less at joint(s) except 2=602(LC 1), 10=700(LC 1), 16=2275(LC 1), 13=2378(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/341, 3-4— 933/356, 4-5— 632/1043, 5-6=-775/1231, 6-7=-775/1231, 7-8=-706/1076, 8-9=71294/649, 9-1 0=-1 5491671 BOT CHORD 2-17=-205/984, 16-17=-1043/843, 14-16=-548/221, 13-14= 465/179, 12-13— 1077/936, 10-12=-455/1346 WEBS 3-17=-147/318, 4-16=-1312/942, 5-16=-1420/1451, 5-14=-610/696, 6-14=-420/437, 7-14=-761/737, 7-13=-1411/1476, 8-13=-1431/1132, 9-12=-46/367, 4-17=-1025/2111, 8-12=-1408/2480 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 noriconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the. bottom. chord and any other members. ' f) Bearing at joints) 2, 10 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 362 lb uplift at joint 2, 445 lb uplift at joint 10, 1709 lb uplift at joint 16 and 1849 lb uplift at joint 19. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Continued on page 2 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 © 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 propedyincorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual trussweband/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; DSB789 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 x T24238684 2776534 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL)', Plant City, FL - 33567, R 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:29:11 2021 Page 2 I D:193QGW BBpX3j RI87zeOm7kz5?ad-dZj9F3ri uFk3jLXixt1 BdGh5YkhYLj4rSZ9A2Yz8y5M NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lbup at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 Ib.down and 197 lb up at 22-7-4, 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 7-1-12, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 lb down at 19-0-12, 92 Ib down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 (b up at 32-6-4 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 (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber, Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54,3-9=-54,9-11=-54,2-17= 20,12-17=-20,10-12=-20 Concentrated Loads (lb) Vert: 3=-1 75(B) 7=-1 11 (B) 9=-175(B) 17- 330(B)15=-46(B)12=-330(B) 18=-111(B) 19=-111(B)20=-111(B) 22=-111(B) 23=-111(B) 24=-111(B) 25=-111(B) 26=-111(B) 27=-111(B) 28=-111(B) 29=-111(B) 30=-46(B) 31= 46(B) 32= 46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 4) Dead + 0.6'MW FRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 321=45, 21-28=26, 9-28=16, 9-10=31, 10-11=21, 2-17=-10. 16-17- 10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Drag: 3-4=-0, 8-28=0, 9-28=0 Concentrated Loads (lb) Vert: 3=130(B) 7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(B) 19=136(B) 20=136(B) 22=156(B) 23=156(B) 24=156(B) 25=156(B) 26=156(B) 27=156(B)28=156(B) 29=165(B)30=-23(B)31- 23(B) 32=-23(B) 33=-23(B)34=-23(B)35= 23(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-19=1.6, 8-19=26, 8-9=45, 9-10=13, 10-11=42, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2=-29, 2-3=-39, 9-.10=22, 10-11=50 Drag: 3-19=-0, 4-19=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B) 18=165(B) 19=156(B) 20=156(B) 22=156(B) 23=156(B) 24=156(B) 25=156(B) 26=156(B) 27=136(B)28=136(B)29=136(B)30=-23(8) 31 =-23(B) 32=-23(B) 33=-23(B) 34=-23(B) 35- 23(B)36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B)7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 . . Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 2-17=-20, 16-17- 20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-221 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31- 13(B) 32=-13(B) 33=-13(B) 34= 13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39- 13(B) 40=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13- 10, 10-12=-10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 .Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(B) 19=136(B) 20=136(B) 22=136(B) 23=136(B) 24=136(B) 25=136(B) 26=136(B) 27=136(B) 28=136(B) 29=136(B) 30=-23(B) 31=-23(B) 32= 23(B) 33= 23(B) 34=-23(B) 35=-23(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40= 23(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 2-17= 10, 16-17=-10, 13.16=49(F=59), 12-13- 10, 10-12=10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Drag: 3-4=-0, 8-9=0 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271(8) 17=108(B) 15=-23(B) 12=108(B) 18=165(B) 19=165(B) 20=165(B) 22=165(B) 23=165(B) 24=165(B) 25=165(B) 26=165(B) 27=165(B) 28=165(B) 29=165(B) 30=-23(B) 31=-23(B) 32=-23(B)33=-23(B) 34=-23(B) 35= 23(B)36=-23(B)37=-23(B)38= 23(B)39=-23(B)40=-23(B) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads.(plf) Vert: 1-2= 5, 2-3=-16, 3=9=-16, 9-10= 16, 10-11=-5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B).7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)18=197(B).19=197(B)20=197(B)22=197(B)23=197(B) 24=197(B) 25=197(B).26=197(6) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B)33==13(B)34=-13(B) 35=-13(B) 36= 13(B) 37= 13(B) 38=-13(B) 39=-13(B) 40= 13(B) '11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 3 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and'is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and. propedy)hcorporate 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 ANSYTPII Duality Criteria; DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate:lnstitute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply ti T24238684 2776534 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL)', Plant City, FL - 33567, R 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:29:11 2021 Page 3 I D:193CiG W BBpX3j RI87zeOm7kz5?ad-dZj9F3duFk3j LXixtl8dGh5YkhYLj4rSZ9A2YzBy5M LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)18=197(B)19=197(B)20=197(B)22=197(B)23=197(B)24=197(B)25=197(B)26=197(B) 27=197(B) 28=197(B) 29=197(B) 30= 13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37- 13(B) 38=13(B) 39- 13(B) 40=-13(B) 13) Dead + 0.75 Roof Live (bal.)'+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=.61, 3-9=-45, 9-10=-30, 10-11=-22, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31- 13(B) 32=-13(B) 33- 13(B) 34=-13(B) 35=-13(B) 36= 13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(8) . 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12= 20 Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B)'19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(8) 32=-13(B) 33=•13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39- 13(B) 40=-13(B) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=-7, 2-3=1, 9710- 1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15= 13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(6) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30- 13(B) 31=-13(B) 32=13(B) 33=-13(B) 34= 13(B) 35=-13(B) 36=-13(B) 37- 13(B) 38=-13(B) 39=-13(B) 40= 13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) grid Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (DID Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)18=145(B)19=145(B)20=145(B)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B) 27=145(B) 28=145(B)29=145(B) 30=-13(B)31=-13(B) 32= 13(B) 33=-13(B) 34=-13(B)35=-13(B)36=-13(B)37=-13(B).38=-13(B) 39=-13(B)40= 13(B) 0 WARNING - Verity designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always, required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11Tpl1 Quality Criteria, DSB-89 and BCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss- Plate: Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1 1. T24238685 2776534 A09 SPECIAL 1 1 Job Reference (optional) buiiaers I-IrSt50urce (viant Glty, I-L), viant L:ny, t-L- JJbbl, b.4JU S may lz zuzl mi I eK InaustfleS, Inc. Jun Jun b iwz9:1J zuzl rage i " •• ID:193QG W BBpX3j RI87zeOm7kz5?ad-ZygvgltyQt_myeh5214cihnRSYM4pgOBvteH7Rz8y5K 1-44 6-8-0 13-0-0 19.10-0 1-0- 23-10-0 26-8-0 31-0-0 33-0-0 39-8.0 1-0- 1.4.0 6-8.0 6-4-0 6-10-0 2- 2-10-0 2-10-0 4-4-0 2-0-0 6-8-0 1-4-0 Scale = 1:76.6 3x6 5x6.= 5x6 7 7x8 2 ST1.5x8 STP = ST1.5x8 STP = 6x8 - 3.00 12 6x8 6-8-0 15-7-5 - 24.0-11 26-8-0 31-0-0 39-8-0 8-8-0 6-11-5 8-5-6 2-7-5 4-4-0 8-8-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [3:0-3-0,0-3-0], [4:0-3-8,0-2-0]; [7:0-3-0,Edge], [8:0-3-8,0-0-0], [10:0-3-0;0-3-0], [11:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.55 15-17 >848 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.90 15-17 >521 180 BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(CT) 0.57 11 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrik-SH Weight 207lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-4,8-10: 2x4 SP M 31, 1-3,10-12: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-18,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-810(LC 10), 11=-810(LC 10) Max Grav 2=1533(LC 1), 1,1=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4720/2891, 3-4=-4465/2748, 4-5=-2921/1929, 5-6=-2908/1848, 6-8=-2747/1725, 8-9= 3092/1920, 9-10=-4489/2594, 10-11=-4691/2667 BOT CHORD 2-18=-2503/4403, 17-18=-1451/2727, 15-17=-1651/3095, 14-15— 1331/2738, 13-14=-1975/3908, 11-13=-2229/4190 WEBS 3-18=-279/338, 4-18=489/1877, 4-17=-98/473, 5-17=332/223, 5-15=-422/342, 8-15=-195/501, 8-14=-352/67619-14=-1317l724, 9-13=-564/1195 Structural wood sheathing directly applied. Except: 1 Row at midpt 6-8 Rigid ceiling directlyapplied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl_GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-470 to 2-7-10, Interior(1):2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Exterior(2R) 21-0-7 to 23-10-0,. Exterior(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. �5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at joint 11. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Michael S. Magid PE No.53681 MiTek USA, Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 ® WARNING - Verity design: parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE: * Design valid for use only with MiTek® connectors. This design is based, only upon parameters shown; and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedyIncorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or.chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSI?PII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plates Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Cty Ply T24238686 2776534 A10 SPECIAL Job Reference (optional) ouuuers rrstauurue triant t.ny, rLl, rtani L,ay, rL - 06001, m4ou s may l z zuzl MI I eK InausineS, Inc. sun dun b I b:zJ:14 zUZI Rage i ^ I D:1930G W BBpX3j R187zeOm7kz5?ad-1801t5ubBA6daoFHc?brFuJclyj MYAGH8 W Ogftz8y5J r1-4-q 5-11-1 11-0-0 16-10=1. 19.0-0 22-9-15 2q•10r0 28-8.0 31-0-0 33.8-15 39-8-0 41-0-q 1-4-0' 5-11-1 5.0-15 5.10-1 2-1-15 3-9-15 0- 4-10-0 2-4-0 2-8-15 5-11-1 1-4-0. 5x6 = 8 2x4 11 5x6 5 26 1Oxl2 13 14 ST1.5x8 STP = ST1.5x8 STP = 6x8 ; 3.00 FIT 6x8 z 39-8-0 8-8-0 Scale=1:76.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TIC 0.89 BC 0.87 WB 0.53 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in .(loc) I/defl Ud 0.59 17-19 >787 240 .-0.86 17-19 >545 180 0.54 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 248 lb FT = 20%, LUMBER- BRACING - TOP CHORD 2x4.SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 4-7,7-10: 2x6 SP No.2 1 Row at midpt 7-10 BOT CHORD 2x6 SP No.2 'Except BOT CHORD Rigid ceiling directly applied or 3-10-1 oc bracing. 2-20,13-15: 2x4 SP No.1 JOINTS 1 Brace at Jt(s): 7 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Horz 2=-352(LC 8) Max Uplift 2=-810(LC 10), 13=-81 O(LC 10) Max Grav 2=1533(LC 1), 13=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/3031, 3-4=-4481/2851, 4-5= 4120/2767, 5-6=-4119/2766, 6-7=-3604/2457, 7-9=-3232/2194, 9-10=-3236/2197, 10-11=-3578/2300, 11-12=-4480/2710, 12-13=-4650/2812, 6-8=-621/451, 8-10=-629/457 BOT CHORD 2-20= 2613/4354, 19-20= 1856/3221, 17-19=-2133/3758, 16-17=-1683/3159, 15-16=-2105/3917, 13-15=-2362/4148 WEBS 3-20=-173/277, 4-20=-733/1482, 4-19=609/1078, 5-19=-577/514, 7-19=-287/570, 7-17— 334/335, 10-17= 517/825, 8-9=-62/281, 10-16=-457/937, 11-16=.-1042/581, 11-15= 484/1009 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. I]; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -14-0 to 2-7-10, Interior(l) 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building: Designer / Project engineer responsible for verifying applied. roof live load shown covers rain loading requirements specific to the use of this truss component. . 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20..Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. '7) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint and 810 lb uplift at joint 13. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.' Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3.3610 Date: June 8,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy;incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MOW always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply " t T24238687 2776534 A11B SPECIAL 1 1 Job Reference (optional) CUIlaers rlrsibource trtani Lmy, r-L), rlani city, t-.L - J00b 1, ts.4JU s may 7 z zuzi mi t eK Inauslnes, Inc. AUn Jun u 7 b:za:l o zuzl rage 1 ^ ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-VLyg4QvDyUEUBygTAj64n6sktM2bHXpRNA7NBJz8y51 r1.4-q 6-3-0 9-0-0 17-0-0 W-11-8 23-10-0 31-6.0 39-8-0 1-4-0 6-3.0 2-9.0 8.0-0 3-1-8 3-8-8 7-8-0 8-2-0 5x6 = 7 Scale = 1:71.9 ST1.5x8STP= 13 12 -- .. -- - 3x6= 5x6 4x6 = 3x6 3.00 12 6x8 8-8-0 13-5-4 20-1-6 20- -0 29-6-4 39-8.0 8-8-0 4.9-4 6-8-4 0- -8 9-4-4 10-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ..(loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.26 10-12 >864 240 TCDL 7.0 Lumber'DOL 1.25 BC 0.93 Vert(CT) -0.42 2-16 >575 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.03 12 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH PLATES GRIP MT20 244/190 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 2-2-0 oc bracing. Except: 6-12: 2x4 SP No.3, 9-11: 2x4 SP No.1 3-3-0 oc bracing: 12-14 WEBS 2x4 SP No.3 WEBS 1 Row at midot 7-12 REACTIONS. (size) 2=0-8-0, 12=0-4-0, 9=Mechanical Max Horz 2=343(LC 9) Max Uplift 2=-502(LC 10), 12=-633(LC 10), 9=-359(LC 10) Max Grav 2=916(LC 15), 12=1774(LC 15), 9=911(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2273/1422, 3-4=-1990/1254, 4-5=-1271/860, 5-6= 236/288, 6-7=-195/352, 7-8=-1209/755, 8-9=-1335/709 BOT CHORD 2-16=-1213/2282, 15-16=-861/1814, 14-15=-460/751, 12-14=-1004/700, 9-10— 495/1112 WEBS 3-16=-273/281, 4.-16=-346/880, 4-15=-497/321, 5-15=-150/777, 5-14=-1039/794, 7-12=-675/290, 7-10=-481/1112, 8-10=-507/509 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 5-0-6, Extedor(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) 27-9-10 to 35-4.6, Exterior(2E) 35-4-6 to 39-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - _ 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all. areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections: -8) Bearing at joint(s) 2 considers parallel.to grain value using ANSI/TPI:1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection.(by others) of truss to bearing plate capable of withstanding 502 lb uplift at joint 2, 633 lb uplift at joint 12 and 359 lb uplift at joint 9. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE: ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and, properly: ncorporate 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. nd property damage. For general guidance regarding the fabdcation, storage; delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSBc99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply / + T24238688 2776534 Al2B SPECIAL 1 1 Job Reference (optional) tsuuaers i-irsmource triant testy, ruj, runt any, ru - Babb/, ti.4Ju s may i z zuzi mi I eK Inaus[rles, Inc. Jun dun b 7 b:zv:l r zuzi rage i ST1.5x8 STP = Bx12 5x6 3x8 3.00 12 44 8 5x6 = 5x6 = 9 27 10 Scale = 1:72.3 17 16 15 14 3x6 18= 6x8 = 4x8 = 3x6 = 3x6 = 7-1-8 9-10-0 11-8-0 15-9-4 20-1.a 20- -0 25-4-0 33-1-11 39-8-0 7-1-8 2-8-8 1-10-0 4-1-4 4-4-4 0- -8 5-2-0 7-9-11 6.6-5 Plate Offsets (X,Y)-- [2:0-1-15,1-2-13], [2:0-5-6,Edge], [3:0-6-0,0-2-8], [9:0-3-0,0-2-7], [10:0-3-0,0-2-0], [11:0-3-0,0-3-0], [21:0-3-0,0-4-0], [24:0-4-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.86 Vert(LL) 0.22 23 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.31 2-24 >776 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(CT) -0.03 17 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight 239lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3:2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 5-22: 2x8 SP 240OF 2.OE, 19-21,8-17: 2x6 SP M'26 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 17=0-4-0, 13=Mechanical Max Horz 2=313(LC 7) Max Uplift 2=-658(LC 8), 17=-1041(LC 8), 13=-233(LC 8) Max Gram 2=1126(LC 1), 17=2295(LC 1), 13=666(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP. CHORD 2-3=73150/1523, 3-4=-2617/1413, 4-5=-2431/1366, 5-6=-2711/1506, 6-7=-391/396, 7-8=-372/1166, 8-9=-180/815, 9-10— 357/165, 10-11=-386/235, 11-12=-966/332, 12-13=-1103/379 BOT CHORD 2-24=-1274/2787, 23-24=-1249/2762, 22-23=-684/1374, 5-21=-254/253, 20-21=-473/889, 19-20=-274/175, 17-10= 1208/740, 8-19=414/311, 16-17=-485/358, 14-16=-92/633, 13-14=-269/925 WEBS 3-24=-383/1134, 3-23=-285/85, 21-23=-551/1271, 6-21= 909/1964, 6-20— 12051723, 7-20— 616/1259, 7-19— 932/550, 9-17- 1195/401, 10-16=-331/164, 11-16=-597/385, 11-14=43/382,9-16=-372/884 Structural wood sheathing directly applied or 2-5-1 oc purlins. Rigid ceiling directly applied or 5-0-12 oc bracing. Except: 6-0-0 oc bracing: 17-19 1 Row at micipt 9-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip'DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers,rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. �5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.00sf'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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify capacity of bearing surface. 9) Provide mechanical connection.(by others) of truss to: bearing plate capable of withstanding 658 lb uplift at joint 2;:1041 lb uplift at joint 17 and 233 lb. uplift at joint 13. Continued on page 2 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa.FL 33610 Date: June 8,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'Mil-7473 rev. 5/19/2020 BEFORE USE: . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not'• a truss system. Before use, the building designer must vedfythe applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing, . MiTek- Is always, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL36610 Job Truss Truss Type Qty. Ply r + T24238688 2776534 Al2B SPECIAL 1 1 Job Reference (optional) bumers mrsibource (Flan Gny, F-L)', Fnant any, t-L - 3958/, 8.4sU S May 12'LUZI MI I eK IntlustneS, Inc. bun Jun 6 16:zv:1 / zu21 rage 2 ' ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-Sj4QV6wTU5UCRG_sH78YtWx619iHITdjgUcUGCz8y5G NOTES- 10) 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. '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, 3-6=-54, 6-9=-54, 9-10=-54, 10-13=-54; 2-24=-20, 22-24=-20, 19-21=-20, 17-18=-20, 19-17=-20 Concentrated Loads (lb) Vert: 3=-179(F) 24=-343(F) 23=-59(F) 4=-115(F) 25=-115(F) 28=-59(F) A WARNING - Verity designparametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE: ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown; and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly -incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web,and/or.chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury:and property damage. For general guidance regarding the fabrication, storage, delivery, erection and. bracing of. trusses and truss systems, see ANSNTPII Quality Criteria; DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate: Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply I T24238689 2776534 B02B SPECIAL 1 1 Job Reference o tional bumers t•IrStbource (Plant L; ty, I-L), Plant Glly, t•L - 33bbl, 8.43U S May 12 ZU21 Mi I eK InCustnes, Inc. Sun Jun 6 16:29:18 ZU21 Page 1 ^ ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-wweojSx5FPc32QZ2rrfnPkUK2Z6jUvBt3BM2oez8y5F 4-10-5 8-11 9.0-0 14-8.0 21-1-2 27-8-0 4-10-5 3-3-3 10- 5-8-0 6-5-2 6-6-14 Scale = 1:49.1 3x6 i3x4 = 4x8 = 3 4 16 5 BOTTOM CHORD OF TRUSS IS DESIGNED TO 12 11 9 ti 3x4 = SUPPORT NO WIND EXPOSURE LOAD ON ITS 6x8 = . 3x4 = 3x4 = 2x4 II CANTILEVERED END(S) 8-0-0 8-1-8 14-8-0 21-1-2 27-8.0 8-0-0 0- -8 6.6-8 6-5-2 6-6-14 Plate Offsets (X,Y)-- [1:0-2-10,0-1-81,14:0-2-0,0-2-81, [5:0-5-4,0-2-01, [6:0-3-0,0-3-01 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.65 BC 0.71 WB 0.79 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.07 7-8 -0.12 7-8 0.02 7 I/defl >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 244/190 Weight:.144 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except*, 3-11: 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 5-5-0 oc bracing: 11-13 WEBS 1 Row at midpt 5-11 REACTIONS. (size) 11=0-4-0, 7=Mechanical Max Horz 11=231(LC 9) Max Uplift 11=-695(LC 10), 7=-264(LC 10) Max Grav 11=1689(LC 15), 7=748(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-178/560, 2=3=-337/817, 3-4=0/329, 4-5=-30/442,.5-6=-477/323, 6-7=-1145/567 BOT CHORD 1-13=-455/230, 11-18=-969/670, 3-13=-603/500, 9-11=0/364, 8-9=-393/941, 7-8=-393/941 WEBS 2-13=-374/354, 5-9=-179/625, 5-11=-1060/610, 6-8=0/272, 6-9=-776/496 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=158; 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, Exterior(2R) 5-0-6 to 18-7-10, Interior(1) 18-7-10 to 23-4-6, Extedor(2E) 23-4-6 to 27-4-0 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, with BCDL = 10.0psf. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 695 lb uplift at joint 11 and 264 lb uplift' at joint 7. Michael S. Magid PE No.53681 MiTek USA, Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 ® WARNING - Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and, properly incorporate this design into the overall 'building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary, and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss PlateInstitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type City Ply T24238690 2776534 B03B_ SPECIAL 1 1 Job Reference (optional) Builders FirsiSource (Plan Ldly, FQ, Piant Chy, FL - 33567, t7.4:iu s may iz 2u21 mi I eK Industries, Inc. Jun Jun b I b:2ya U 202i Page 1 ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-06CBwoyjOjkwgZ8FPYBOyx1 T5zTTDOM01o5bK4z8y5E Scale=1:47.1 4x6 = 2x4 Il 3x4 4x4 = = 6.00 F12 3 4 15 5 16 17 6 m "1 0 to 4x6 3xB = 2x4 11 axq ST1.Sx8 STP = 6x8 = 1-1.2 i 1.0-0 ii 4-0-0 7-8-0 7-10-0 16-M 21-3-6 27-8-0 i 1-0-0 2-10-14 3-8-0 0- 0 8-10-0 4-7-6 6-4-10 0-1-2 Plate Offsets (X,Y)-- [1:0-0-15,0-2-01, [3:0-3-4,0-2-0], [8:0-2-10,0-1-81, [12:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.82 Vert(LL) 0.17 1-14 >546 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.15 1-14 >625 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(CT) -0.03 12 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-SH Weight:,151 lb FT = 20% LUMBER - TOP CHORD 2x4.SP No.2 BOT CHORD 2x4 SP No.2 *Except* 1-14: 2x6 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 -3-5-2 REACTIONS. (size) 8=Mechanical, 12=0-8-0, 1=0-4-0 Max Horz 1=188(LC 9) Max Uplift 8=-360(LC 10), 12=-574(LC 10), 1=-321(LC 10) Max Grav 8=924(LC 16), 12=1104(LC 2), 1=319(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-281/237, 3-4=-167/259, 5-6=-879/667, 6-7=-1017/669, 7-8=-1499/842 BOT CHORD 12-14=-415/833, 10-12=-178/507, 9-10=-632/1251, 8-9=-632/1251 WEBS 5-1 0=- 176/460, 5-12=-716/551, 7-10— 568/420, 3-14=-254/314 BRACING - TOP CHORD Structural wood sheathing directly applied or 4=4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing. Except: 6-0-0 oc bracing: 12-14 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=5.0pst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterio((2E) 0-2-0 to 4-1-10, Exterior(2R) 4-1-10 to 10-11-10, Interior(1) 10-11-10 to 12-8-6, Extedor(2R) 12-8-6 to 20-7-10, Interior(1) 20-7-10 to 23-4-6, Exterior(2E) 23-4-6 to 27-4-0 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) BuildingDesigner / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding.. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 8, 574 lb uplift at joint 12 and 321 lb uplift at joint 1. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web.and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply L ` T24238691 2776534 B04B SPECIAL 1 1 Job Reference (optional) LimaerS hlrstbource (Flan Glty, t-L), mant tarty, t-L - 33bb I, t1.4JU S May 12 ZUZI MI I eK Inousines, Inc. Jun Jun b 1 b:Z!l:ZU ZUZI vage 1 m �1 4x6 = 2x4 11 3x4 = 6.00 F12 4 5 14 15 6 16 17 4x4 = 7 ST1.5xB STP = 11 10 3x4 12 4x6 = 3x8 = 6x8 = Scale=1:49.3 m 0 4 0 0 N m '4 6 1-0-0 -1045-0-0 7-8-0 - 18-8-0 27-8-0 -10-4 4-0-0 2-8-0 0- o 10-10-0 9-0-0 woo 0-1-12 Plate Offsets (X,Y)-- [2:0-1-2,0-1-81, [9:0-2-10,0-1-81, [12:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.27 2-13 >345 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.52 10-12 >446 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) -0.02 12 n/a n/a BCDL 10.0 Cade FBC2020/TPI2014 Matrix-SH Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly: applied or 7-7-9 oc bracing. Except: 2-13: 2x4 SP M 31, 5-12: 2x4 SP No.2 6-0-0 oc bracing: 12-13 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 -t 2-5-15 REACTIONS. (size) 9=Mechanical, 2=0-4-0, 12=0-8-0 Max Horz 2=167(LC 9) Max Uplift 9=-353(LC 10), 2=-428(LC 10), 12= 588(LC 10) Max Grav 9=743(LC 16), 2=367(LC 19), 12=1017(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-232/382, 6-7=-840/718, 7-8=-969/763, 8-9=-1162/853 BOT CHORD 12-13=-429/827, 10-12— 327/589, 9-10— 641/965 WEBS 6-10=-88/327, 7-10=-114/291, 8-10— 305/364, 6-12=-760/601, 4-13=-203/307 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, 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 23-4-6, Exterior(2E) 23-4-6 to 27-4-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 353 lb uplift at joint 9, 428 lb uplift at . joint 2 and 588 Ib uplift at joint 12. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and propery 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 injuryand property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Duality Criteria, DSB789 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute„2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply t ' T24238692 2776534 B05B SPECIAL 1 1 Job Reference (optional) buimers rtrslAource triani Ucy, t-L), rianl ully, rL - 33013/, O.'4 3u 5 IVlay le LUL I Ivu I UK If luu6ultl3, [flu. our Jul 0 1 o;4V;4I cvc 1 raye I ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-KVJxLUz_YK_evtldWzDU1 M6slm93hMFJ16aiPzz8y5C 1-4-0 3.0-0 7-10-0 14-3-0 20-8-0 27-8-0 1-4-0 3-0-0 4-10-0 6-5-0 , 6-5-0 7-0.0 Scale=1:49.3 6.00; 4x4 = 5x6 = 12 3 14 15 . 4 2x4 II 16 17 5 4xB = 6 ST1.5x8 STP= 10 9 6 3x4 11 3x4 = 3x8 = 2x4 11 3x6 II 3-0-0 -7-8-0 7-1Q-0 14-3-0 20-8-0 27-8-0 3-0-0 4-8-0 O- -0 6-5.0 6-5-0 1 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC - 0.62 Vert(LL) 0.17 12-13 >538 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC - 0.67 Verf(CT) 0.14 12-13 >653 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 124 lb FT = 20 % LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 7=Mechanical, 2=0-4-0, 11=0-8-0 Max Horz 2=126(LC 7) Max Uplift 7= 367(LC 8), 2=-564(LC 8), 11=-661(LC 8) Max Grav 7=722(LC 1), 2=407(LC 1), 11=988(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 44-1 oc purlins. BOT CHORD. . Rigid ceiling di rectly applied or 7-11-13 oc bracing. Except: 5-9-0 oc bracing: 11-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-394/604, 3-4= 327/570, 4-5=-943/628, 5-6=-943/628, 6-7=-1165/587 BOT CHORD 2-13=-459/311, 12-13= 477/327, 11-12=-923/679, 4-12=-836/508, 8-9=-407/962, 7-8= 408/955 WEBS 6-8=0/286, 5-9=-372/301, 4-9=-401/983 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; MW FRS (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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed fora 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 367 lb uplift at joint 7, 564 lb uplift at joint 2 and 661 lb uplift at joint 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 Ib 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, 2-12=-20, 7-11=-20 Continued on page 2 Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-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 p� M!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 c Tampa, FL 36610 Job Truss Truss Type City Ply x T24238692 2776534 B05B SPECIAL 1 1 Job Reference (optional) t3UttaerS Firstbource (Plant Glty, I-L), vianl Gtty, f-L - 33b6/, LOAD CASE(S) Standard Concentrated Loads (lb) • Vert: 3=2(F) 13=-20(F) 14=4(F) 15=4(F) 18=-8(F) 19=-8(F) 6.43U S may l2 zuzl mi I eK InauStneS, Inc. Jun dun to I b:2`d:21 2UZI rage z ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-KVJxLU2_YK_evtldWzDU1 M6slm93hMFJI6aiPzz8y5C 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and property;incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web,and/oi chord members only. Additional temporary and permanent bracing MiTek' is always, required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety. Information available from Truss PlateInstitute,.2670 Crain Highway, Suite 203 WaldIort, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply r T24238693 2776534 C1 JACK 7 1 Job Reference (optional) tivaoers rirst5ource (viam Lmy, t-L)', Fnant L;ay, rL - 33bb7, tj.4Ju s may iz zuei mi I eK Inousines, Inc. Jun Jun b I b:etcze eue I rage I I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-ohtJYq_cld6VX1 tp4hkjZaf7lAffQvZT_mKFxPz8y5B -1-4-0 0-11-4 1-4-0 0-11-4 8 J 11.bxn Jl I,= Scale = 1:7.6 0.11-4 Plate Offsets (X,Y)-- [2:0-1-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >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 FBC20201TPI2014 Matrix-P Weight:5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD . Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=78(LC 10) Max Uplift 3=-38(LC 1), 2=-213(LC 10) Max Grav 3=75(LC 10), 2=169(LC 1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf;,h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 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 fora 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 38 lb uplift at joint 3 and 213 lb uplift at joint 2. Michael S. Magid PE No.0661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 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 property: incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual trussweb,and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANS11TPIr 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 T24238694 2776534 CiB JACK 1 1 Job Reference (optional) bultuers rlrsiJOurce trlani ully, I-L), riani i.ny, rL - JJ001, e.40U b IVIGy IG LVc 1 IVII I UK II IUIIMIICS, I—. — I ulI I. Hoye I I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-ohtJYq_cld6VX1 tp4hkjZafAoAffQvZT_mKFxPz8y5B 0.11-4 Scale = 1:6.9 2x4 = ST1.5x8 STP = Plate Offsets (X,Y)-- [1:0-1-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01. Vert(CT) -0.00 1 >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. FBC202OfTP]2014 Matrix-P Weight: 3lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=27(LC 10) Max Uplift 1=-7(LC 10), 2— 27(LC 10) Max Grav 1=32(LC 15), 2=28(LC 15), 3=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip: DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1 and 27 lb uplift at joint 2. Michael S. Magid PE N0.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 8,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE.USE. Design valid for use only with MiTek® connectors. This design is based only, upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web.and/or chord members only. Additional temporary and permanent bracing MiTek Is always. required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. " Safety./nlormation available from Truss Plate: Institute, :2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ° k T24238695 2776534 C1P Jack -Open 2 1 Job Reference (optional) buiiaers rlrsibource (riam Lily, I-L), rlant Glty, I -I_ - ddbb/, a.4Ju s may lz zuzl mi I eK Inousines, Inc. bundun b 7 b:zJ:Z3 zUz I rage 7 ID:193QGW BBPX3jR187zeOm7kz5?ad-GtRhmA?E3xEM9BROeOFy6nBIEa_h9MpcDQ3oTszBy5A -1-4-0 0-11-4 1-4-0 0-11-4 4ro1u _ 1.7 r 11 0-11-4 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 2 >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-P Weight::5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=78(LC 10) Max Uplift 3=-32(LC 1), 2=-220(LC 10), 4=-13(LC 6) Max Grav 3=67(LC 10), 2=163(LC 1), 4=18(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. II; Exp C; Encl., GCpi=0.18; MWFRS:(directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces &. MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this trusscomponent. 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 fora 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 32 lb uplift at joint .3, 220 lb uplift at joint 2 and 13 Ito uplift at joint 4. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 8,2021 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only, upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design MOM overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI/ Quality Criteria, DSB-89 and SCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24238696 2776534 C1V SPECIAL 6 1 Job Reference (optional) bunaers mrstbource tYlant uny, t-L), t-iam L:Ity, rL - JJbbf, b.4JU s may l z zu'Ll mi I eK mausmeS, Inc. Sun Jun b l WZ`J:Z4 ZUZI rage l ID:193QG W BBpX3j RI87z6Om7kz5?ad-k3?4zVOsgFNDmLOCB5mBf?kT4_K7up21 R4pM01z8y59 -1-4-0 0-11-4 1-4-0 0-11-4 1 r n f6I9 a6 1 Scale = 1:7.6 Plate Offsets (X,Y)-- [2:0-3-7,Edge] 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 0.23 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01. Vert(CT) -0.00 2 >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-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=74(LC 10) Max Uplift 3=-38(LC 1), 2=-200(LC 10) Max Grav 3=63(LC 10), 2=169(LC 1), 4=17(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and.forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between, the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to.grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 200 lb uplift at joint 2. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904'Parke East Blvd. Tampa FL 33610 Date: June 8,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE: ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply _ } T24238697 2776534 C3 JACK 7 1 Job Reference (optional) tsunaers mrsibource (mant L:Ity, t-L), flan Gny, t-L - JJbbr, ti.43u s may l z zuzl mi I eK Inausines, Inc. Jun dun b i b:zFi:z4 zuz f rage i ID:3id?Yd6RbYnXO16Sf6ghjjz4cnz-k3?4zVOsgFNDmLOCB5mBf?kRP_J7up21 R4pM01z8y59 -1-4-0 2-11-4 1-4-0 2-11-4 Scale=1:12.7 ST1.5x8 STP= 2-11-4 Plate Offsets (X,Y)-- [2:0-1-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 12 lb . FT = 20 .LUMBER- BRACING - TOP CHORD, 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=131(LC 10) Max Uplift 3=-42(LC 7), 2=-191(LC 10) Max Grav 3=55(LC 15), 2=214(LC 1), 4=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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 42 lb uplift at joint 3 and 191 lb uplift at joint 2. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITE 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 verifythe 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/orchord members only. Additional. temporary and permanent bracing . MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//TPII Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24238698 2776534 C3B. JACK 1 1 Job Reference (optional) Builders Flrstbource (Plant clty, I-L), Plant city, I'L - 33567, 2x4 = ADEQUATE SUPPORT REQUIRED 6.43U S may 12 2U21 mi I eK InciustneS, Inc. bun Jun 6 16:z8:z5zu21 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-DGZSBrOUbYV3OUbOlpHQBCHdNOf4dG IvgkYvYkzBy5B 2-11-4 2-11-4 2-11-4 3 Scale: 1 "=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 1-3 >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 FBC2020fTP12014 Matrix-P Weight: 9lb FT=20% 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. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical . Max Horz 1=79(LC 10) Max Uplift 1=-29(LC 10), 2=-84(LC 10) Max Grav t=107(LC 15), 2=92(LC 15), 3=56(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip, DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 84 lb uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTek® connectors. This design Is based only, upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSIITP11 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 T24238699 2776534 C3V SPECIAL 6 1 Job Reference (optional) b uilrlers rlrstSource (I lant. cny, rL)-, I lant G7ty, rL - 33bs I, 6.43U s May I Z ZULl MI I eK Inaustnes, Inc. Jun Jun ti I b:29:Zb ZU21 t-age i I D:193QG W BBpX3j R187ze0m7kz5?ad-hS7gOB16MsdwOeAbJ W pfkQpn3n?aMjY2vOIT4Az8y57 -1-4-0 2-11-4 1-4-0 2-11-4 Scale = 1:12.7 . 1 ST1.5x8 STP = Plate Offsets (X,Y)-- [2:0-3-15,Edgej .LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.32 Vert(LL) -0.00 24 >909 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC' 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix-P Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=128(LC 10) Max UPlift 3=45(LC 7), 2=-187(LC 10) Max Grav 3=56(LC 15), 2=214(LC 1), 4=51(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. - AlFforces 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; LumberDOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covets rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 lost 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 arectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint and 187 lb uplift at joint 2. Michael S. Magid PE No.53661 MiTek USA; Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33.610 Date: June 8,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �° - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing M " p ITek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPIf Quality Criteria; DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL �36610 Job Truss Truss Type City Ply ' T24238700 2776534 C5 JACK 7 1 Job Reference o tional ISUmaers rlrsmource Irlarn L ny, rLj, rlanr cny, rL - JJOW, tl.4JU s May I e euz I IVII I eK Incuslnes, Inc. Jun Jun u I o:zeZb zuz I rage i I D:3xt?Yd6 R bYnXO16 Sf6ghjj z4cnz-hS7gO B 16MsdwOeAbJW pfkQpkQnzmMjY2vOIT4Az8y57 -1-4-0 4-11-4 1.4.0 4-11-4 Scale = 1:17.6 . 3 1 V 3x4 = . ST1.5xB STP = 4114 4-11-4 Plate Offsets (X,Y)-- [2:0-1-4,0-0-21 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix=P Weight:18 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=184(LC 10) Max Uplift 3=-113(LC 10), 2=-192(LC 10) Max Gram 3=132(LC'15), 2=277(LC 15), 4=91(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All: forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS for reactions shown; LumberDOL=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 lead nonconcurrent with any other live loads. 4) * This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where arectangle 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 113 lb uplift at joint-3 and 192 lb uplift at joint 2. Michael S. Magid PE N0.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: June 8,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE: ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design. • Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional, temporary, and permanent bracing MiTek* is always. required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, MO Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply ' a T24238701 2776534 C5B JACK 1 1. Job Reference (optional) puimers NTS10ource trlanLUly, r-L), rlani t ny, M - JJbb/, b.43u s may 1 z zuzl mi I eK mausineS, Inc. AUn Jun b 1 b:ZB:21 ZU21 rage 1 ` ID:3xt?Yd6RbYnXbl6Sf6ghjjz4cnz-9ehCcX2k7AlndolntEKuGdMrzBIT5AoC721 Ocdz8y56 4-11-4 4-11-4 Scale = 1:16.9 2 r 1 2x4 = 3 ADEQUATE SUPPORT REQUIRED �_. 4 11 4 4-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.03 1-3 >999 240 MT20 . 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.06 1-3 >898 180 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-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical . Max Horz 1=133(LC 10) Max Uplift 1= 51(LC 10), 2=-143(LC 10) Max Grav 1=183(LC 15), 2=157(LC 15), 3=96(LC 3) FORCES. (lb) -Max. Comp./Max..Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=1.24mph; 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 by2-'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 51 lb uplift.at joint 1 and 143 lb uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA; Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33810 Date: ' June 8,2021 ® 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 MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the EW 7V1� fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL •36610 Job Truss Truss Type City Ply r ? T24238702 2776534 C5V SPECIAL 6 1 Job Reference (optional) builders FtrstSource (Plant Ulty, FL)', Plant Gtty, FL - 33557, 140 1-4.D ST1.5x8 STP = 8.43U s May 12 2U21 MI I eK Industries, Inc. Sun Jun 6 16:29:28 2U21 Page 1 I D:193OG W BBpX3j R187zeOm7kz5?ad-drEapt3NuTteFyKzQxr7pru4dbfCgd2LMinZ93z8y55 4-11-4 4-11-4 . Scale = 1:17.6 o m n w 66 Plate unsets (A,Y)-- (2:U-4-/,to e) - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.03 2-4 >989 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 .180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) .=0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'REACTIONS. (size) .3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=182(LC 10) Max Uplift 3=-116(LC 10), 2= 189(LC 10) Max Grav 3=133(LC 15), 2=276(LC 15), 4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; LumberDOL=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-O.wide . will fit between.the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 189 lb uplift at joint 2. Michael S. Magid PE No.53661 . MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE 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 verifythe applicability of design parameters and properly incorporate this design into the overall building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Truss Truss Type Qty Ply I T24238703 2776534 D02B HIP 1 1 Job Reference (optional) builders rirstSource (Plant. city, I-L), Plant city, f-L - 33567, 7-0-0 r-u-u . 8.430 S May 12 2021 Ml I eK Industries, Inc. Sun Jun 6 16:29:29 2021 Page 1 ID:3xt?Yd6RbYnNO16Sf6ghjjz4cnz-51 ozOD3?fn?Vt6vA_fMMM2RAl?rkZ08VbMW7hVz9y54 13-0-0 19.11-4 21-3-4 6-0.0 6-11-4 1-4-0 Scale=1:34.8 4x8 = 4x6 = 2 9 10 3 r? 0 6 4x4 = 2x4 11 4x4 3x4 = ST1.5xB STP = 4x4 = 7 0.0 13-0-0 19-11-4 7-0-0 6-0.0 6-11-4 Plate Offsets (X,Y)-- [1:0-1-4,Edge], [2:0-5-4,0-2-0], [3:0-3-8,0-2-0] .LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.84 Vert(LL) 0.13 1-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT):-0.18 1-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.07 4 n/a n/a - BCDL 10.0 Code FBC2020[TP]2014 Matrix-SH Weight: 83 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 4=0-8-0 Max Horz 1=-162(LC 6) Max Uplift 1=-668(LC 8), 4=-824(LC 8) Max Grav 1=1322(LC 1), 4=1424(LC 1) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2449/1229, 2-3=-2097/1184, 3-4=-2436/1250 BOT CHORD 1-8=-930/2093, 6-8=-933/2116, 4-6=-942/2074 WEBS 2-8=-85/68612-6=-28B/44, 3-6=-61/699 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; MW FRS (directional); Lumber DOL=1:60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component.. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other. members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 668 lb uplift at joint 1 and 824 lb uplift at joint 4. 9) Hanger(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 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform toads (plf) Vert: 1-2= 54, 2-3= 54, 3-5=-54, 1-4=-20 Concentrated Loads (lb) Vert: 2= 116(B) 3=-116(B) 8=-374(B) 6=-374(B) 9=-86(B) 10=-86(B) 11=-40(B) 12=-40(B) Michael S. Magid PE NoA681 MiTek USA, Inc. FL Cert 6634 6904 Paike East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use,, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall • building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional, temporary and permanent bracing . MiTek' - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL:36610 Job Truss Truss Type City Ply e , T24238704 2776534 E3 JACK 3 1 Job Reference (optional) t6Ullaers YIrsvDource (Plant Gay, t-L), mam Gay, rL - JJbbf, 1-4-0 1.4-0 ti.4ou s May 1 z zue i ml I eK Inousines, Inc. Jun Jun O I b;z`J;zv zuz I rage i ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-51 ozOD3?fn?Vt6vA_fMMM2RJ3?_wZ41VbMW7hVz8y54 3-0-0 3-0-0 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.28 Vert(LL) 0.02 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC. .0.22 Vert(CT) 0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr . YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 12 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP'No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-49(LC 10), 2= 226(LC 10), 4=-40(LC 6) Max Grav 3=69(LC 15), 2=205(LC 1), 4=55(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 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 49 lb uplift at joint 3, 226 lb uplift at joint "2 and 40 lb uplift at joint 4. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904'Perke East Blvd. Tampa FL 33.810. Date: June 8,2021 .... .... A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 5/19/2020 BEFORE USE: � Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component,not Wit a truss system. Before use, the building designer must verify,the applicability of design parameters and property Incorporate this designinto the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing A 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 ANSYTPII Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd_. Safety Information available from Truss Plate Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply t T24238705 2776534 E7 JACK 8 1 Job Reference (optional) tjuiiaerS mrst50urce (F9ant Glty, t-L), 1 lam lacy, t-L - 3ab6/, C.43u s may tZ cue t rvu I eK Inausrnes, MG. oun dun o i o:za:au zuz i raye i I D:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-ZDMLEZ4dQ57MUGUMYMtbuG_QOPFIIXXegOGgDyz8y53 -1-4-0 7-0-0 1-4-0 7-0-0 3 1 JXY — ST1.5x8 STP= Scale = 1:23.5 Plate Offsets (X,Y)-- [2:0-1-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.52 Vert(LL) -0.11 2-4 >695 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.23 2-4 >347 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=240(LC 10) Max Uplift 3=-181(LC 10), 2=-207(LC 10) Max Grav 3=204(LC 15). 2=351(LC 15), 4=132(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 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 181 lb uplift at joint 3 and 207 lb uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII 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 t Qty Ply I T24238706 2776534 E7V SPECIAL 10 1 Job Reference (optional) tsuuaers rirstaource triant t✓try, r-Lj, riant L'Iry, rL - 00001, -1-4-0 1-4-0 ST1.5x8 STP t5.43u s mayl l z zuzl MI I eK InaUSIDes, Inc. AUn Jun b I b:ZU:JI ZUZI rage l ID:193QGWBBpX3jR187zeOm7kz5?ad-1QwjRv5FBOFD6P3Y64OgRTWacobyl_nn2g?EIOz8y52 7-0-0 7-0.0 Scale=1:23.2 m N O . Plate Offsets (X,Y)-- [2:0-4-7,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL .. . 1.25 TC . 0.53 Vert(LL) .-0.12 2-4 >674 .240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix=P Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 670-0 oc puffins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly' applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=237(LC 10) Max Uplift 3=-184(LC 10), 2=-204(LC 10) Max Grav 3=205(LC 15), 2=350(LC 15), 4=132(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -'All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 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. 6) 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 fora 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 184 lb uplift at joint 3 and 204 lb uplift at joint 2. ' Michael S. Magid PE No.53661 MiTek USA, Iric. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not . a truss system. Before use, the building designer must verify,the applicability of design parameters and properlyjncorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing . MITek' is always. required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T2423B707 2776534 E7VP SPECIAL 7 1 Job Reference (optional) t3umers Flrst50urce (Plant city, FL), mant city, I-L - 33567, -1-4-0 1-4-0 3x4 s r Plate Offsets (X,Y)-- [2:0-7-15,0-0-11], [2:0-0-12,Edge] 8.43U S May 12 2021 MI I eK Industnes, Inc. Sun Jun 6 16:29:31 2U21 Page 1 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-1 QwjRv5FBOFD6P3Y64OgRTWanodFl_nn2g?ElOz8y52 7-0-0 7-0-0 n Scale = 1:23.3 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.11 2-4 >735 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT), 0.09 2-4 >856 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 31 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SO M 31 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=303(LC 10) Max Uplift 3=-181(LC 10), 2=-327(LC Max Grav 3=204(LC'15), 2=346(LC 1), 4=132(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left exposed;C-C for members and forces & MWFRS for.reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using 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 181 lb uplift at joint 3; 327 lb uplift at joint 2 and 102 lb uplift at joint 4. Michael S. Magid PE No.0661 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE: ' Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and Is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional. temporary, and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety information available from Truss Plate Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 _ Tampa, FL 36610 Job Truss Truss Type Qty Ply ,.. r r T24238708 2776534 H3 JACK 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, -1-10-10 1-10-10 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:29:32 2021 Page 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-VcU5fE6tyiN4kZdkfnv3zh3oYC1 ?mR 1 xHKlnlgz8y51 4-2-3 4-2-3 Scale=1:12.6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.14 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress lncr NO WB. 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-8, 4=Mechanical Max Horz 2=131(LC 8) Max Uplift 3=-31(LC 5), 2=-258(LC 8), 4=-60(LC 4) Max Grav 3=62(LC 1), 2=241(LC 1), 4=64(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 31 lb uplift at joint 3, 258 lb uplift at joint 2 and 60 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 22 lb 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 (pit) Vert: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Vert: 5=46(F=23, B=23) 6=22(F=11, B=11) Michael S. Magid PE No.53681 MiTek USA; Inc. FL Cert 6634 6904'Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE: ' Design valid for use only with MiTek® connectors. This design is based only, upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek is always, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DS849 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 r City Ply T24238709 2776534 H7 MONO TRUSS 4 1 Job Reference (optional) tsunaers rtrslaource triani u1y, r-Lj, rianl u1y, rL - aanor, 3 Ill 1-10-10 4.6-7 o.asu s May 1z ZUZI Mi I OK inouslnes, inc. oun dun o io:z9:aa zucl . rage i ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-_o2Tsa6VjOVxLj CxDU RI W ucul cEuVpg4W_UkgGz8y50 9-10.1 5-3-10 - ST1.5x8 STP= Scale = 1:23.0 4-6-7 9-10-1 4-6-7 5-3-10 Plate Offsets (X,Y)-- [2:0-2-4,0-0-0) LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >909 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT): -0.15 6-7 >778 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight:43lb FT=20% LUIMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4--Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=239(LC 8) Max Uplift 4=-167(LC 8)„2=-247(LC 8), 5=-70(LC 5) Max Grav 4=160(LC 1), 2=452(LC 1), 5=292(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 697/224 BOT CHORD 2-7=-313/629, 6-7=-313/629 . WEBS 3-7=0/323, 3-6=-664/330 NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 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 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 167 lb uplift at joint 4, 247 lb uplift at joint 2 and 70 lb uplift at joint 5. 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 175-12, 56 lb down and 62 lb 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 7-1-10:6n 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 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. 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: 1-4=-54, 2-5= 20 Continued on page 2 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE.USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not - a truss system. Before use, the building designer must verifythe 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 ANS11TPll Quality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate lnstitute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply / T24238709 2776534 H7 MONO.TRUSS 4 1 Job Reference (optional) tiuuaers rtrslaource trianr ury, rLi, riant i.try, rL - 5,5abr, n.4aU s may tz zuz I rvn t eK inuusmes, inc. oun uun a I o;etnoo zuz r rage z I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-_o2Tsa6VjOVxLjCxDURI W ucul cEuVpg4W_UKgGzBy50 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=36(F=18, B=18) 7=-11(F=-5, B=-5) 8=46(F=23, B=23) 9=-99(F=-50, B=-50) 10=22(F=11, B=11) 11=-51(F=-25, B=-25) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 MOW - is always_ required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IY1� 1Q.k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss p i Truss Type * v i ;City Ply c T24238710 2776534 H7V SPECIAL. 3 1. Job Reference (optional) timaerS mrsiboufce kmam Gny, t-L), mant Gny, t-L - 33b6/, C.4JU s may l2 zuzi mi I eK Inauslrles, Inc. Sun. Jun b I b:ZU:J4 2U27 t-.age i ID:193QGWBBpX3jR187zeOm7kz5?ad-S?cs4w77UJdortn7nCyX36859Oc6EFLEkeEuMjz8y5? 1-10-10 5.4-1 9-10-1 i-10-10 5.4-1 4-6.0 • Scale=1:22.9 1� 0 '3x4 ST1.5x8 STP = o v c6 c6 541 9101 5-4-1 4-6.0 Plate Offsets (X,Y)-- [2:0-1-3,Edgej LOADING (psf) SPACING- 2-OrO CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL .. . 1.25 TC . 0.57 Vert(LL) . 0.07 6-7 >099 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC:. 0.61 Vert(CT). -0.11 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 41 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=236(LC 8) Max Uplift 4=-166(LC 8), 2=-272(LC 8), 5=-161(LC 5) Max Grav 4=136(LC 1), 2=448(LC 1), 5=295(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 992/637 BOT CHORD 2-7=-703/911, 6-7=-710/907 WEBS 3-7=0/315, 3-6= 894/698 NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cumber 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 166 lb uplift at joint 4, 272 lb uplift at joint 2 and 161 lb uplift at joint 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 lb up at .4-3-11, and 50 lb down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top. chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 lb down and 7 lb up at 4-3-11, 11 lb down' and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 Ito 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 Michael S. Magid PE No.53681 Uniform Loads (plf) MiTek USA, Inc. FL Cert 6634 Vert: 1-4=-54, 2-5=-20 . 6904 Parke East Blvd. Tampa FL 33610. Date: .hill@ 8,2021 Continued on page 2 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must 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 MITprK• 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 ANS11TPIl Qualify Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply T24238710 2776534 H7V.. SPECIAL 3 1 Job Reference (optional) CUIIaers rlrst5ource (t'tant lolly; t-L), Ylani L;ny, rL - Jdbbf, " ti.43u s may I e euz i NII I eK IMUStrles, InC. Jun Jun O I O:Z`J:J4 ZVZ r rage z ID:193QG W BBpX3j Rl87ie8m7kz5?ad-S?cs4w77UJdortn7nCyX368590c6EFLEkeEuMjz8y5? LOAD CASE(S) Standard Concentrated Loads (lb) . Vert: 8=49(F=24, B=24) 9=36(F=18, B=18) 10=-99(F=-50, B=-50) 11=23(F=11, B=11) 12=-11(F=-5, B=-5)'13=-51(F=-25, B=-25) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MI1-7473 rev. 5/19/2020 BEFORE USE " Design valid for use only with MiTek® connectors. This design is based only. upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy_incorporate this design into the overall building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional_ temporary and permanent bracing . MiTek' - is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria; DSB49 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 t K b Qty Ply T24238711 2776534 K20 Hip Girder. 1 1 Job Reference (optional) Cunaers rtrst5ource Imam Gny, rL), rlani L:ny, t-L - J'Jbb/, G.4JU s may lz zUzl mi I eK Inousines, Inc. oun dun o t b:za:ob zun rage i I D:J9w?pBQ34m W MQGbmZiytDpyLuUA-wBAEHGBm Fdlfbi NIJLvTmbJh9gowOzi FNzlzRv9z8y5_ 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 1-4-0 • Scale=1:36.9 4xB = ' NAILED NAILED 4x6 — 3 NAILED NAILED 4 ST1.5x8 STP = 3x6 4x4 = 6x8 —_ ST1.5x8 STP 44 = 44 Special Special = 7-0.0 13-0-0 ^T 20-0-0 7-0-0 6-0-0 7-0-0 Plate Offsets (X Y)-- [2:0-1-8,Edge], [3:0-5-4,0-2-0], [4:0-3-4,0-2-0], [5:0-1-8,Edge], [7:0-3-8,0-3-0] LOADING (psf) SPACING- 2-OrO CSI. DEFL. in (loc) I/defj Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.20 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.73 Vert(CT). -0.24 7-9 >948 180 BCLL 0.0 Rep Stress Incr NO WB -0.35 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2020l1P12014 Matrix-SH Weight: 86lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 "Special" indicates special hanger(s) or other connection device(s) required at location(s)shown. The design/selection of such special REACTIONS. (size) 2=0-8-0, 5=0-8-0 connection device(s) is the responsibility of others: This applies Max Horz 2=171(LC 7) to all applicable truss designs in this job. Max Uplift 2=-954(LC 8), 5= 954(LC 8) Max Grav 2=1827(LC 13); 5=1827(LC 14) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3284/1555, 3-4=-2912/1465, 4-5=-3285/1555 BOT CHORD 2-9=-1207/2929, 7-9=-1224/2977, 5-7=-1207/2838 WEBS 3-9=-404/1159, 4-7=-418/1191 . NOTES- 1) Unbalanced roof live loads_have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1:60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to. the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 6) * This truss has been designed fora 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 954 lb uplift at joint 2 and 954 lb uplift at joint 5. 8) Girder carries hip end with 7-0-0 end setback. 9) "NAILED" indicates 3-10d (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 lb 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 CASES) Standard 1) Dead + Roof Live (balanced): Lumber'Increase=1.25, Plate Increase=1.25 : Michael S. Magid PE No.53681 Uniform Loads (plf) MiTek USA, Inc. FL Cert 6634 Vert: 1-3=-54, 3-4=-70(F=-16), 4-6=-54, 2-9=720,.7-9=-89(F=-69), 5-7=-20 .: 691114 Parke East Blvd. Tampa FL 33610 Date:. . . . Continued on.page 2 June 8,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy,incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSYTPII 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 1. k v Qty Ply T24238711 2776534 K20 Hip Girder 1 1 Job Reference (optional) .. . Builders I-lrstSource (Plant Glty, FL), Plant tarty, F-L - 33567, 8.430 s May 12 2021 Mi I ek Industries, Inc. Sun. Jun 6 16:29:35 2021 Page 2 ID:J9w?pBQ34mWMQGbmZiytDpyLuUA-wBAEHG8mFdlfb1 MJLvTmbJh9gQw0AFNzIzRv9z8y5_ LOAD CASE(S)_ Standard Concentrated Loads (lb) Vert: 9=-475(F) :7=-475(F) A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary. and permanent bracing _ .. MiTek' is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSYTP/1 Duality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ir 7 Qty Ply T24238712 2776534 K21 Hip 1 1 Job Reference (optional) t3unders rtrstbource (1-11ant Gny, rL)', rlant L:Ity, t-L - 33be/, tf.nsU s may 12 2Uc1 m1 I eK Inauslnes, Inc. oun.tun b i o:za:oo zun rage i ID:J9w?pBQ34mW MQGbmZiytDpyLuUA-ONjcUc9O?xtW DBxW ud_?8XERTpGFi D4W Cyj?Qbz8y4z 6-3-6 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 a 4XY — ST1.5x8 STP = 4x4 = 4x4 = 3 4 3x4 = 4x6 = 3x4 = 9.0-0 11-0-0 20-0-0 9.0.0 2-0-0 9-0-0 Plate Offsets (X,Y)-- [1:0-1-4,Edge]` 4x4 = Scale=1:36.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.15 1-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.32 1-10 >730 180 BCLL 0.0 Rep Stress [nor YES WB 0.13 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1= 204(LC 8) Max Uplift 1=-334(LC 10), 6=-469(LC 10) Max Grav 1=711(LC 1), 6=809(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1126/870, 2-3— 916/767, 3-4=-774/710, 4-5=-912/756, 5-6=-1131/842 BOT CHORD 1 -1 0=-578/1003, 8-10=-305/774, 6-8=-539/939 WEBS 2-10=-353/409, 3-10=-265/338, 4-8=-202/318, 5-8=-336/350 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; MW FRS (directional) and C-C Exter or(2E) 0-4-0 to 4-3-10, Exterior(2R) 4-3-10 to 16-7-5, Interior(1) 16-7-5 to 17-4-6, Extehor(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 334 lb uplift at joint.I and 469 lb uplift at joint 6. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only, upon parameters shown, and is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or. chord members only: Additional. temporary and permanent bracing p NOW 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 ANS117FIl 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 Oty Ply T24238713 2776534 K23 Hip Girder 1 2 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 16:29:38 2021 Page 1 ID:J9w?pBO34mW MOGbmZiytDpyLuUA-KmrMvIAeXY7DSU5u020TDyJpwd00Az1 pfFC5UUz8y4x 10-3-0 -4-0 5-3-0 9.9-0 14-9-0 20-0-21--44-00}4 -3-IN 5-3-04-6-0 30 0-3-0 Scale = 1:38.5 4x4 11 M Io 01 1.oxo a i r— HTU26 6x8 = 3x8 I I 7x8 = r- 3x8 11 3x8 i HTU26 3x8 HTU26 10-3-0 5-3-0 9-9-0 tQ-n 0 14-9-0 20-0-0 5-3-0 4-6-0 OT-3- 4-6-o 5-3-0 0-3-0 Plate Offsets (X Y)-- [2:0-2-10 0-1-8] [6:0-2-10 0-1-8] [9:0-4-0 0-4-8] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.14 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 9-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 226 lb FT = 20% .LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size)2=0-8-0, 6=0-8-0 Max Horz 2=232(LC 7) Max Uplift 2=-1651(LC 8)„6=-2059(LC 8) Max Gram 2=3159(LC 1), 6=4262(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6405/3152, 3-4=-4664/2360, 4-5=-4668/2362, 5-6=-6786/3192 BOT CHORD 2-11=-2651/5610, 9-11=-2651/5610, 8-9=-2694/5956, 6-8=-2694/5956 WEBS 3-11=-655/1460, 3-9=-1710/922, 5-9=-2447/1054, 5-8=-743/2028, 4-9=-1899/3861 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been.provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=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; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component: 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'* This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by-2-0-0 wide will fit between the bottom chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1651 lb uplift at joint 2 and 2059 lb uplift at joint 6. 9) Girder carries tie-in span(s): 20-0-0 from 6-4-12 to 20-0-0 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 14-10dxl 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. 11) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-4-12 from the left end to 18-0-0 to connect truss(es) to front face of bottom chord. Michael S. Magid PE No.53681 12) Fill all nail holes where hanger is iri contact with lumber. MiTek USA, Inc. FL Cert 6634 13) Special hanger(s) or other connection device(s) shall be provided at 20-0-0 from the left end sufficient to connect truss(es) to front 6904'Parke East Blvd. Tampa FL 33810 face of bottom chord. The design/selection of such special connection device(s) is the.responsibility of others. Date: June 8,2021 Q6irAfii1G�16t�6>�ndard 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 propery 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 _ MITOk• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe tyInformation available from Truss Plate Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type •� Qty Ply T24238713 2776534 K23 Hip Girder 1 2 Job Reference (optional) tsunoers virstbource tenant city, t-Lj, rlant city, t-L - JObbr, 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, 2-12=-20, 6-12=-341 (F=-321) Concentrated Loads (lb) Vert:. 12= 1302(F) tm+zu s IVlay I L zue I IVII I UK II Iuubillub, III:. Jul I Jul IV 10.4-00 4-1 ravu G I D:J9w?pBQ34mW MQGbmZiytDpyLuUA-KmrMvIAeXY7DSU5u020TDyJpwd00Azl pfFC5UUz8y4x Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'M11-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design., Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only: Additional temporary. and permanent bracing MiTek' is always required for stability and to prevent collapse with passible personal injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 .Symbols.. PLATE LOCATION AND ORIENTATION 3 Center.plate on joint unless x, y 1 /4 offsets are indicated.. Dimensions. are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. I_- I For 4 x 2 orientation, locate V"V plates 0- "i ' 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-varybut . reaction section indicates joint number where bearings occur. Min.size shown is for crushing only. industry Standards: ANSIlrPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard. for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in.ft-in-sixteenths (Drawings not to scale) 1 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND. WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311',.ESR-1352, E.SR1988 ER73907, ESR72362, ESR-1397, ESR 3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely. on lumber values established by others. © 2012 MiTek@) All Rights Reserved MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 5/1.9/2020 General Safety Notes Failure .to Follow Could Cause Property Damage or Personal -injury 1.. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, -individual lateral.braces themselves may require bracing; or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never . - stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer,; erection supervisor, propertyowner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on.each face of truss at each joint and embed fully.. Knots and wane at joint: locations are regulated by ANSI(rPl 1. 7. Design assumes trusses will be suitably protected from the environment in accordWith ANSVTPI :1. 8.' Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. :Unless expressly noted,'this design is not applicable for use with fire retardant, preservative.treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.. 12..Lumber used shall be of. the species and size, and in all respects, equal to.or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. .15. Connections not shown are the responsibility of others. . 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult With project engineer before use. 19. Review all portions of this design (front, back, words: and pictures) before use. -Reviewing pictures alone is not sufficient. .20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.