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Home My WebLink AboutTruss258 Southhall Lane, Suite 200 fi; F �DSI Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com Website: www.fdseng.eng.com ENGINEERING ASSOCIATES June 16, 2021 Building Department Ref: Adams Homes Lot: Lot 56 Blk.1 Subdivision: Fort Pierce - Waterstone Address: 5355 Lugo St. Model: 1820 C RHG KA # 21-6354 Truss Company: Builders First Source Date of drawings: 6/7/2021 Job No.: 2776575 Wind Speed: 160 Exposure: C Truss Engineer: Michael S. Magid To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 6/16/2021 6/ 16/2021 Carl A. Brown, P.E. Scott Lewkowski, P.E. FL. # 56126 FL. #78750 FDS Engineering Associates, A TSG Company "Your Building Code Experts" },B LO TO �. ;•,• No 87864 X, OF : R IV P .• �c�,r• ,l�aa�s�e�o�ar Luis Pablo Tomes, P.E. FL. # 87864 r 39-08-00 \L/ J.IAZ 'Ex 1[AZ os r to win r1A ue AUB 080 U a e nng a o t- 1514# U AUf 3112 V 1 /12 VLT A 03 ALI 0 3�2 VLT L� 31124LT A8bD SPACE 31 VLT 3112 VLT / 1-0 1UU C� 8'-0" CLG AIIG j DS E 1lA z e T 711 0 0 o v G 10'-0" CLG 02 11-10-00 0 8'-0" brg w/kneewail to 10'-0" 8'-0" CLG CONNECTORS SCHEDULE ROOF TRUSS QT i[777 MODEL ROOF UPLIFT SYM 0 A" LUS24 / JUS24 895 / 835 490 /510 ALA 10 N HTU26/ THD26 3600 / 3470 1555 / 2330 ALA 0 B "NTU28 % THD28 4680 / 5040 2140 / 2330 ALB 0 C HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 A Lc 0 D. HT028 2 / THD28-2 4680 / 5005 3485 / 2595 1 Ip 0 E . HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 J le 0 F. HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 1 iF 0 G HGUS26-3 / THDH26-3 5230 / 5245 12155 / 2340 1 LG 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 0 J THJA26/HJC26 9100/8990 4095/4370Ll 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 genial conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirnilng 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: 06/16/2021 By ES Submittal No.: Project No": 21-6354 Project Eng.: Luis Torre Project Name: Adams' Homes -.Fort Pierce - Waterston - Lot 56 Blk 1 VERIFY ALL DIMENSIONS AND CEILING CONDmONS PRnR TO APPROVAL SOME CEILING FRAMING REQUIRED IN MELD BY BUILDER MAIN WIND FORCE RESISTING SYSTFTNC4 HYBRm WIND A5CE74S ENCLOSED IMPORTANT EXPOSURE CATEGORYC ` OCCUPANCY CATEGORY u This Drawing Must Be Approved And WINDLOAD IMMITT NCE WIND IMPORTANCE FACTOR 1.00 Returned Before Fabrication Will TRUSSES HAVE BEEN DESIGNED FORA 10.0 PSF BOTTOM CHORD LIVE LOAD Begin. For Your Protection Check All NONCONCURRENT WITH ANY OTHER LIVE LOADS Dimensions And Conditions Prior To SIGNATURE BELOW I Plan. APBELO INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF By Date BCDL• 10 PSF BCDL: 6 PSF TOTAL: 37 PSF TOTAL: 65 PSF DURATION: 1.26 DURATION: 1.00 CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-81 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (is. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2X4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE Hatch Legend Z�]10' CLG =9-0" aff ®10'-0" aff BUILDER: Adams Homes PROJECT: Single Family MODEL: 1820 C 3CAR ADDRESS: 6365 LUGO ST LOT / BLOCK: 6611 SUBDIVISION: WATERSTONE CITY: FT PIERCE DRAWN BY: KSANCHEZ JOB # : 2776575 DATE 106-6-2111 SCALE: I NTS PLAN DATE: 1 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33663 Ph.(813) 305-1300 Fax (813) 305-1301 di Lumber designValUes*,are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek QD RE: 2776575 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port.St Lucie Project :Name: 1820 3 CAR Model: T'�� iro 4115 Lot/Block: 56/1 Subdivision: WATERSTONE Address: 5355 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 32 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify -that I am the. Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# . Truss Name Date -No. Seal# Truss Name Date 1 T24238577 A01 617/21 23 T242385.99 D01 G 6/7/21 2 T24238578 . A02 6/7/21 24 T24238600 D02A 6/7/21 3 T24238579 A03 6/7/21 25 T24238601 E7 6/7/21 4 T24238580 A04 6/7/21 26 T24238602 E7V 6/7/21 5 T24238581 A05 617/21 27 T24238603 E7VP 6/7/21 6 T24238582 A06 6/77/21 28 T24238604 G01 6/7/21 7 T24238583 A07 6/7/21 29 T24238605 G02 6/7/21 8 T24238584 A08 617/21 30 T24238606 G03 6/7/21 9 T24238585 A09 6/7/21 31 T24238607 H7 6/7/21 10 T24238586 A10G 6/7/21 32 T24238608 H7V 6/7/21 11 T24238587 A11 G 6/7/21 12 T24238588 A24G 6/7/21 13 T24238589 B01 G 6/7/21 14 T24238590 B02G 6/7/21 15 T24238591 B03G 6/7/21 16 T24238592 B06G 6/7/21 17 T24238593 C1 6/7/21 . 18 T24238594 C1 V 617/21 . 19 - . T24238595 C3 6/7/21 20 T24238596 C3V 6/7/21 21 T24238597 C5 6/7/21 22 T24238598 C5V 6/7/21 The truss drawing(s) referenced above have been n prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's: Name: Magid, Michael • My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1: These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. %%PEL -S'IM No 53 1 '33r '. STATE OF Z. 1111111111 Michael S. Magid PE No.53681 - MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 Magid, Michael.. 1 of 1 Job Truss Truss Type City Ply x T24238577 2776575 A01 SPECIAL 8 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 14:23:47 2021. Page 1 !l ID:193QG W BBpX3j Rl87zeOm7kz5?ad-5Qg5BFIHnaDKZr75NzgdmL4GemoASuBNJzZOzfz8zww rt-4-q 6-3-0 11-11-12 , 19-10-0 27-8-4 33-5-0 39-8-0 Al-0-q 1-4-0 6-3-0 5-8-12 7-10-4 7-10-4 5-8-12 6-3.0 1-4-0 w co O 5x6 = 6.00 F12 Scale=1:72.2 ST1.5x8 STP= ST1.5x8 STP= 5x12 3.00 12 5x12 8-10-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- • 2-0-0 Plate Grip. DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020JP12014 CSI. TC 0.96 BC 0.75 WB 0.71 Matrix-SH DEFL. in (loc) I/dell L/d Vert(LL) 0.49 10-11 >960 240 Vert(CT) -0.83 10-11 >561 180 Horz(CT) 0.48 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 230lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 1-4,6-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. BOT CHORD 2x6 SP M 26 *Except* WEBS 1 Row at midpt 6-11, 4-12 13-14,10-13: 2x6 SP No.2 WEBS 2x4 SP No.3. REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=433(LC 9). Max Uplift 2=-810(LC 10), 8=-810(LC 10) Max Grav 2=1782(LC 15), 8=1782(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5794/2627, 3-4= 5560/2469, 4-5=-2715/1481, 5-6=-2676/1481, 6-7=-5238/2469, 7.8=-5483/2628 BOT CHORD 2-14=-2202/5538, 12-14=-1441/3786, 11-12=-649/2204, 10-11=-1441/3291, 8-10=-2202/4922 WEBS 5-11= 425/1139, 6-11 =-1 436/820, 6-10=-682/2000, 7-10— 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 Ezteiior(2E).-1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Extedor(2R) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6, 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) This truss has been designed for a 10.0 psf bottom chord jive 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 = 1 O.Opsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 2 and 810 lb uplift at a joint 8. Michael S. Magid PE No.53681 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 7,2021 ® 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 ANS11TP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply i t T24238578 2776575 A02 SPECIAL 2 1 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 14:23:48 2021 Page 1 In I ID:193QGW BBpX3jRl87zeOm7kz5?ad-ZcOTObmwYuLBB?iHwgLsIZcSOA6jBLRWYdJaV5z8zwv r1-4-Q 6-3-0 11-11-12 19-0-0 20-8.0 27-8-4 33-5-0 39-8-0 41-0.11 1-4-0 6-3-0 5.8-12 7-0-4 1-8-0 7-0=4 5-8-12 6-3-0 1.4-0 dI 0 6.00 rl2 5x6 = 5x6 = 5 6 ST1.5x8 STP = 3x4 = ST1.5x8 STP — 6x8 = 3.00 12 6x8 ZZ Scale=1:75.1 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] [7:0-4-0,0-3-0], [9:0-5-9 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.90 Vert(LL) 0.53 12 >890 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT)-0.8011-12 >584 180 BCLL 0.0 Rep Stresslncr YES WB 0.70 Horz(CT) 0.54 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 218 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2= 81 O(LC 10), 9=-81 O(LC 10) Max Grav 2=1533(LC-1), 9=1533(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/2623, 3-4=-4460/2503, 4-5=-2621/1685, 5-6=-1866/1397, 6-7=-2621/1685, 7-8=-4460/2503, 8-9=-4678/2623 BOT CHORD 2-16=-2192/4471, 15-16=-1473/3093, 13-15=-740/1864, 12-13=-740/1862, 11-12=-1473/2962, 9-11=-2192/4181 WEBS 4-16=-695/1675, 4-15=-1162/756, 5-15=-535/1071, 5-13=-261/320, 6-13=-261/320, 6-12=-535/1010, 7-12=-1086/756, 7-11=-695/1545 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1)2-7-10 to 15-0-6, Exterior(2R) 15-0-6 to 24-7-10, Intedor(1) 24-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4j 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. V) 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. Michael S. Magid PE No.53661 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, MiTek USA, Ific. FL Cert 6634 joint 9: 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021- WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing _ MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TFIl 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 T24238579 2776575 A03 SPECIAL 2 1 Job Reference (optional) uultcers mrsmource triani uny, t-Lj, 411 co O riam cny, rL - Jdbbr, ID:193QGW I 11-11-12 17-0-0 22-8-0 5.8-12 6.00 12 5x6 _ 5x8 = 5 6 s May iz zuzl MI I eK Inouswes, Inc. oun .tun b i v:za:va zuz i rage i I7zeOm7kz5?ad-1 oyrcxmYJCT2p9HTUNt5rm9eeandwlzgmH271 XzBzwu 5-0-4 1 5-8-12 6-3-0 ST1.5x8 STP= ST1.5x8 STP= 5x8 3.00 12 5x8 8-8.0 17-0-0 22-8.0 31-0-0 39-8-0 8-8-0 8-4-0 5-8.0 6-4-0 8-8-0 Plate Offsets (X,Y)--[2:0-5-3,0-1-61,[4:0-3-0,0-3-01,[5:0-3-0,0-2-01,[6:0-6-0,0-2-81,[7:0-3-0,0-3-01,[9:0-5-3,0-1-61,[11:0-4-0,0-4-81,[15:0-3-12,0-4-81 Scale = 1:75.1 m 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft . Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 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 ]nor YES WB 0.94 Horz(CT) 0.49 9 n/a n/a. BCDL 10.0 Code FBC20201TP12014 Matrix-SH Weight: 235lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=376(LC 9). 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=-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=-11111761, 7-11=-775/1647, 8-11=-275/317 Structural wood sheathing directly applied or 2-2-0 oc puffins. Rigid ceiling directly applied or 4-8-6 oc bracing. 1 Row at midpt 6-14 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.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2R) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for 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. 77 Bearing at; joint(s) 2, 9 considers parallel to grain value using ANSI1TPI 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 NoM681 MiTek USA, Inc: FL Cert 6034 8904 Parke East Blvd. Tampa FL 33910 Date: June 7,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 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 7 T24238580 2776575 A04 SPECIAL 2 i 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 14:23:51 2021 Page 1 '1 ID:193QGW BBpX3jR187zeOm7kz57ad-_B4b1 doogpkm2SRscovZwBE_mOBDOI_zEbXE6QzBzws rt-4-q 5-11-1 9-6-9 15-0-0 19-10-0 24.8 -0 30-1-7 33-8-15 39-8-0 41-0-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 6.00 F12 5x6 = 3x4 = 5x6 — 19 6 20 7 ST1.5x8 STP = ST1.5x8 STP = 5x12 3.00 12 5x12 Scale=1:75.1 8-8-0 15.0-0 24-8-0 31-0-0 39.8-0 8-8-0 6-4.0 9-8-0 6-4-0 8-8.0 Plate Offsets (X,Y)-- [2:0-0-3,1-11-7], [2:0-3-7,Edge], [4:0-3-0,0-3-0], [5:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-3-0,0-3-0], [10:0-0-3,1-11-7], [10:0-3-7,Edge], [12:0-3-8,0-5-0], [16:0-3-8,0-5-0] LOADING (psf) SPACING- 2=0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.48 13-15 >975 240 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.84 13-15 >560 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.48 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 237 lb FT = 20%' LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x6 SP M 26 -Except` BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. 14-16,12-14: 2x6 SP No.2 WEBS 1 Row at midpt 4-15, 8-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=335(LC 9) Max Uplift 2=-81 O(LC 10), 10=-81 O(LC 10) Max Grav 2=1791(LC 15), 10=1791(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5703/2964, 3-4=-5526/2858, 4-5=-3211/1882, 5-6=-2872/1788, 6-7=-2776/1788, 7-8=-3105/1882, 8-9=-5278/2858, 9-10=-5465/2964 BOT CHORD 2-16=-2507/5375, 15-16=-2095/4637, 13-15=-1368/2990, 12-13=-2095/4197, 10-12=-2507/4901 WEBS 4-16=-587/1599, 4-15=-1857/965, 5-15=-495/1140, 7-13= 495/1148, 8-13=-1751/965, 8-12=-587/1485, 6-15=-332/201, 6-13=-332/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 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 11-0-6, Extedor(2R) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2R) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Exterior(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 47 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. 9) Bearing at joint(s).2, 10 considers parallel to grain value using ANSI/TPl.i angle to grain formula. Building designer should verify capacity of ;bearing surface. Michael S. Magid PE No.53661 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. MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 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 properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general, guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and 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 t t T24238581 2776575 A05 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 14:23:52 2021 Page 1 ID:193QGW BBpX3j Rl87zeOm7kz5lad-SNe_EypQb7sdgcO29W QoTPn8W nSr79X6TFHnesz8zwr r1-4-q 6-8.0 13-0-0 19-10-0 26-8.0 33-0-0 39.8-0 Al-0-q 1-4-0 6-8.0 6-4-0 6-10-0 6.1.0.0 6.4-0 6-8-0 1-4.0 Scale=1:75.1 6.00 12 5x6 = 4 17 3x4 = 5x6 = 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 88 90 6-11-5 8-5.6 6-11-5 8.6-0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [3:0-3-0,0-3-0], [4:0-3-4,0-2-0], [6:0-3-4,0-2-0], [7:0-3-0,0-3-0], [8:0-5-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi 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) -0.8911-13 >526 180 BCLL 0.0 Rep Stresslncr YES WB 0.76 Horz(CT) 0.57 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 190 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-10-15 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-14,8-10: 2x4 SP No.t 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 Holz 2=-294(LC 8) Max Uplift 2=-810(LC 10), 8=-810(LC 10) Max Grav 2=1533(LC 1), 8=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces.250 (lb) or less except when shown. TOP CHORD 2-3=-4722/2949, 3-4=-4466/2806, 4-5=-2924/2005, 5-6=-2924/2005, 6-7=-4466/2806, 7-8=-4722/2949 BOT CHORD 2-14= 2492/4340, 13-14=-1444/2714, 11-13=-1702/3110, 10-11— 1444/2714, 8-10= 2492/4222 WEBS 3-14= 282/338, 4-14=-985/1859, 4-13=-142/522, 5-13=-394/275, 5-11=-394/275, 6-11=-142/522, 6-10=-985/1749, 7-10=-292/338 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2R) 9-0-6 to 16-11-10, Interior(1) 1&11-10 to 22-8-6, Extedor(2R) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 47 Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf. bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 -tall by 2-0-0 wide will fit between the bottom chord and any other members. +7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Michael S. Magid PE No.53661 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 MiTek USA; Inc. FL Cert 6634 joint B. 6904 Parke East Blvd. Tampa FL 3.3.610 Date: June 7,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to 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 ANSUrPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply t T2423B5B2 2776575 A06 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 12 2021 MiTek Industries, Inca Sun Jun 6 14:23:53 2021 Page 1 h I D:193QGW BBpX3j RI87zeOm7kz5?ad-waCMRIg2MQ_THmbFjDxI 7cKIZBpysfHGhv0LAlz8zwq r1.4-q 5-11-1 11-0-0 17-0-0 22.8-0 28-8-0 33-8-15 39-8-0 A1-0- 1q -4-0 5.11-1 5-0-15 6-0.0 6-0-0 5-0-15 5-11-1 '1-4-0 5x6 = 2x4 II 5x6 = 4 18 19 5 6 20 21 7 5x6 = ST1.5x8 STP= ST1.5x8 STP= 6x8 :::. 3.00 F12 8-8-0 LOADING (PSI) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC202OfTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 *Except* 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-81 O(LC 10). 9=-81 O(LC 10) Max Grav 2=1533(LC 1), 9=1533(LC 1) 6x8 16.10-11 22-9-5 CSI. DEFL. in (loc) Udefl L/d PLATES TC 0.94 Vert(LL) 0.6812-14 >689 240 MT20 BC 0.86 Vert(CT) -0.9712-14 >481 180 WB 0.54 Horz(CT) 0.57 9 n/a n/a Matrix-SH Weight: 209 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly.applied or 3-11-8 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2926, 3-4=-4455/2724, 4-5=-3991/2570, 5-6=-3991/2571, 6-7=-3994/2572, 7-8=-4455/2724, 8-9=-4675/2926 BOT CHORD 2-15=-2472/4227, 14-15— 1709/3153, 12-14=-2149/4007, 11-12=-1710/3155, 9-11=-2472/4178 WEBS 3-15= 214/309, 4-15=-702/1462, 4-14=-493/1086, 5-14=-319/298, 6-12=-376/300, 7-12=-493/1086, 7-11=-699/1408, 8-11=-227/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: 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. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(2R) 7-0-6 to 14-11-10, Intedor(1) 14-11-10 to 24-8-6, Extedor(2R) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41=0-0 zone;C-C for members and forces & MWFRS for.reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5j 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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. Scale=1:73.6 GRIP 244/190 FT = 20% Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 Q 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 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 ANSIITP11 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 Qty Ply r t T24238583 2776575 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 14:23:54 2021 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-Omlkfegg7k6KvwARHxSGYgsVpbFpb63PwZmuilzBzwp r1-4-q 4-6-5 9-0.0 15-10-6 23-9.8 30-8-0 , 35-1-11 39-8-0 Al-0-q 1-4-0 4-6-5 4-5-11 6-10-8 7-10-15 66 0-8 4=5-11 4.6-5 1-4-0 Scale=1:73.6 5x6 = 6.00 12 3x4 = 5x8 = 21 2223 5 6 5x6 = 24'25 26 7 ST1.5x8 STP= 2x4 II 3x4 = 2x4 II ST1.5x8 STP= 46 ` 3.00 12 46 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 4-1-11' 4-0-0 0- -14 7-1-2 6-2-0 5-0-0 4-1-11 4-6-5 Plate Offsets (X,Y)-- [2:0-3-14,Edge], [4:0-3-0,0-2-0], [6:0-4-0,0-3-0], [7:0-3-0,0-2-0], [9:0-3-14,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >943 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/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-O.oc bracing: 15-16,13-15. WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-212(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 2=-312(LC 10), 9= 326(LC 10), 16=-675(LC 10), 13=-703(LC 10) Max Grav All reactions 250 lb or Jess 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0.6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6, Extedor(2R) 26-8-6 to 34-7-10, Interior(]) 34-7-10 to 37-0-6, Extedor(2E) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for: verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 45 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. 07) 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 312 lb uplift at joint 2, 326 lb uplift at joint 9, 675lb 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). Michael S. Magid PE No.53681 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify.the applicability of design parameters and 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, OSS-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply f t T24238583 2776575 A07 SPECIAL 1 1 Job Reference (optional) Builders FlrstSource (Plant city, FL), I'lant city, FL - 3356/, 11 U.4dy S May l z zuzl mi I eK mausineS, Inc. Sun Jun b 14:65:04 zuzl rage z ID:193QGW BBpX3jR187zeOm7kz5?ad-Omlkfegg7k6KvwARHxSGYgsVpbFpb63PwZmuilz8zwp LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7- 54, 7-10=-54, 2-17= 20, 12-17=-20, 9-12=-20 4) Dead +0.6,C-C Wind (Pos. 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=1.66 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=-1.0, 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, 9710=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=-16, 7-9- 36, 9-10=-26, 2-17=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 9-12=-20 Horz: 1-2=-29, 2-4=-19, 7-9=-22, 9-10- 12 10) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 2-M-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, 940=82 11) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16, 9-10=45, 2-17=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 9-12=-10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 24=-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 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, 24=-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, 24=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=-531 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, 9712=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 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 vedfy.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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply t t T24238584 2776575 A08 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 14:23:55 2021 Page 1 ID:193QGW BBpX3jR187zeOm7kz5?ad-syJ6s_rJu2EBX4kdrezV41 PfJ?VBKTQY9DVRFBz8zwo 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 41-0-Q 1-4-0 7-0-0 5-3-] 3-9-8 3-9.8 2-7-14 3. .8 6-4-11 7-0-0 1-4-0 Scale=1:73.6 5x6 = 3x8. = 3x4 = 6.00 12 3 18 19 4 2021 22 5 23 2x4 11 5x6 = 5x12 = 5x6 = 246 25 7 26 827 28 29 9 ST1.5x8 STP= 3x8 = ST1.Sx8 STP= 3x6 3.00 12 5x6 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 7-1-8. 12-3-1 12 -0 19-10-0 26-200 26�3-5 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], [4:0-3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-4-0,0-2-8], [10:0-4-7,Edge], [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/deft 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 Vert(CT) -0.27 14-16 >635 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-SH Weight: 179lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. 7-9: 2x4 SP No.1 BOT CHORD Rigid. ceiling directly applied or 5-2-7 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except 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=-1294/649, 9-10=-1549/671 BOT CHORD 2-17=-205/984, 16-17=-1043/843, 14-16=-548/221, 13-14=-465/179, 12-13=-1077/936, 10-12=-455/1346 WEBS 3-17=-147/318, 4-16— 1312/942, 5-16=-1420/1451, 5-14=-610/696, 6-14=-420/437, 7-14=-761/737, 7-13=-1411/1476, 8-13=-1431/1132, 9-12=-46/367,.4-17— 1025/2111, 8-12=-1408/2480 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.6psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify 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 13. 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. Michael S. Magid PE No.53661 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610, Date: June 7,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.�� Design valid for use only with 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 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 ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply f J T24236584 2776575 A08 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant Gty, FL), Plant Gity, FL - 33557, 8.43U S May 12 ZUZ1 MI I eK Industries, Inc. Sun Jun 6 14:23:b5 2021 Page 2 ID:193QGW BBpX3jRl87zeOm7kz5?ad-syJ6s_rJu2EBX4kdrezV41 PfJ?VBKTQY9DVRFBz8zwo 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 lip 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 lb up 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 lb 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 and356 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 W-0-12, 92 lb down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11= 54, 2-17=-20, 12-17=-20, 10-12=-20 Concentrated Loads (lb) Vert:3=-175(B) 7=-111(B) 9=-175(B) 17=-330(B) 15=-46(B)12=-330(B) 18=-111(B) 19- 111(B) 20=-111(13) 22=-111(B) 23=-111(13) 24=-111(13) 25=-111(B) 26=-111(B) 27=-111(B) 28=-111(13)29=-111(B) 30=-46(B) 31=-46(B) 32=-46(B) 33=-46(B) 34=-46(B) 35=-46(B) 36- 46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-46(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-21=45, 21-28=26, 9-28=16, 9-10=31, 10-11=21, 2-17=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 10-12=-10 Horz: 1-2= 50, 2-3= 22, 9-10=39, 10-11=29 Drag: 3-4=-0, 8-28=0, 9-28=0 Concentrated Loads (lb) Vert: 3=130(B) 7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B) 18=136(B) 19=136(B) 20=136(B) 22=156(B) 23=156(B) 24=156(B) 25=156(B) 26=156(B) 27=156(B) 28=156(B) 29=165(B) 30=-23(B) 31=-23(B)32=-23(B)33= 23(B)34=-23(B) 35= 23(B)36= 23(B)37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-19=16, 8-19=26, 8-9=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 (Ib) 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=1'56(B) 23=156(B) 24=156(B) 25=156(1]1) 26=156(B) 27=136(B)28=136(B) 29=136(B)30= 23(B)31=-23(B)32= 23(B)33=-23(B) 34=-23(B)35=-23(B) 36=-23(B) 37= 23(B)38=-23(B)39=-23(B) 40=-23(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=.15, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31- 13(B) 32- 13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 2-17=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 10-12= 20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 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(13) 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=1 16(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 18=165(B) 19=165(B) 20=165(B) 22=165(B) 23=165(B) 24=165(B) 25=165(B) 26=165(13) 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(1]1) 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=-i6, 3-9= i6, 9-10= 16, 10-11=-5, 2-17= 20, 16-17=-20, 13-16=39(F=59), 12-13= 20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) . Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B) 25=197(B) 26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=13(B) 31=-13(B) 32= 13(B) 33=-13(B) 34=-13(B) 35- 13(B) 36=-13(B) 37=-13(B)38=-13(B) 39=-13(B) 40=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 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 Welk' 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 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 t t T24238584 2776575 A08, SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s May 12 2021 Mi I ek Industries, Inc. Sun Jun 6 14:23:bb [UG1 rage 3 M ID:193QGWBBpX3jR187zeOm7kz5?ad-syJ6s_rJu2EBX4kdrezV41 PfJ?VBKTQY9DVRFBz8zwo LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2= 5, 2-3=-16, 3-9=-16, 9-10- 16, 10-11=-5, 2-17=-20, 16-17=-20; 13-16=39(F=59), 12-13=-20, 10-12=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 18=197(B) 19=197(B) 20=197(B) 22=197(B) 23=197(B) 24=197(B)25=197(B)26=197(B) 27=197(B) 28=197(B) 29=197(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 13) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 2-17=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32= 13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 12=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 2-17=-20, 16-17= 20, 13-16=24(F=44), 12-13=-20, 10-12=-20 Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)18=145(B)19=145(B)20=145(B)22=145(B)23=145(B)24=145(B)25=145(B)26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35- 13(B) 36=-13(B) 37=-13(B) 38= 13(B) 39- 13(B) 40=-13(B) 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 2-17=-20, 18-17=-20, 13-16=24(F=44), 12-13=-20, 10-12= 20 Horz: 1-2=-7, 2-3=1, 9-10- 1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 18=145(B) 19=145(B) 20=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=145(B) 28=145(B) 29=145(B) 30=-13(B) 31=-13(B) 32=-13(B) 33=-13(B) 34=-13(B) 35=-13(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo 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) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to 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 ANS11fP/1 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 f 1 T24238585 2776575 A09 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 14:23:57 2021 Page 1 ID:193QGW BBpX3j RI87zeOm7kz5?ad-oLRtHgtZQfUvmNuOy3OzASU?Do9goQkrcX_YJ4z8zwm r1-4-q 6-8.0 13.0-0 19-10-0 21-0-0 23-10-0 26-8-0 31-0-0 33.0-0 39-8-0 ¢1-0-Q 1.4-0 6-8.0 6-4-0 6-10-0 -2- 2-10.0 . 2-10-0 4-4-0 2-0-0 6-8-0 1-4-0 7.T.7eTM 5x6 = 3x6 5x6 - 7 7x8 ST1.5x8 STP = ST1.5x8 STP = 6x8 3.00 12 6x8 Zz 15-7-5 24.0.11 . 26-8.0 , 31-0-0 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 0.89 BC 0.93 WB 0.76 Matrix-SH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.55 15-17 >848 240 -0.90 15-17 >521 180 0.57 11 n/a n/a PLATES MT20 Weight: 207lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-10: 2x4 SP M 31, 1-3,10-12: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-18,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-81 O(LC 10), 11=-81 O(LC 10) Max Grav 2=1533(LC 1), 11=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4720/2891, 3-4=-4465/2748, 4-5=-2921/1929, 5-6=-2908/1848, 6-8=-2747/1725, 8-9=-3092/1920, 9-10=-4489/2594, 10-11=-4691/2667 BOT CHORD 2-18=-2503/4403, 17-18— 1451/2727, 15-17=-1651/3095, 14-15=-1331/273B, 13-14=-1975/3908, 11-13=-2229/4190 WEBS 3-18=-279/338, 4-18=-989/1877, 4-17=-98/473, 5-17=-332/223, 5-15=-422/342, 8-15=-195/501, 8-14=-352/676, 9-14=-1317/724, 9-13=-564/1195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft;-Cat. 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 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, Extedor(2E) 23-10-0 to 26-4-1, Interior(1) 26-4-1 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 waterponding. 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 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 puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Scale=1:76.6 GRIP 244/190 FT = 20% Michael S. Magid PE N0.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 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/or chord members only: Additional temporary, and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1 1 T24236586 2776575 A10G SPECIAL 1 1 Job Reference (optional) Builders rlrSt6ource (Plant tatty, t-L), Plant uny, rL - JJb6/, h 6x8 = 4 6.00 12 2x4 ZZ 21 3 20 2 19 1 6x10 = 0 ST1.5x8 STP = 6x8 3.00 F12 b.43u s may 12 zuzi mi i eK IndtlsineS, Inc. oun Jun b 74:zo:no ZUZ I rage i I D:193QG W BBDX3i RI87zeOm7kz5?ad-GX?FVOtBBzcmOXTCW mXCial 9aCVTXvW?rBk6rW z8zwl 2-4-0 ' 2-8-15 5-11-1 Scale=1:76.3 5x6 = 8 2x4 II 5x6 -.5- 7x10 x8 — 26 5. 25 7 9 10 4z4 4 Vol 23 6 11 2x4 11 2x4 m 12 d 24 `9 18 16 15 14 13 Io 17 4xB = 4x4 = 4x4 =7xB = 5x8 = o ST1.5x8 STP = 6xB ZZ 8-8-0 16-10-11 22-9.5 28-8-0 31-0-0 , 39-8.0 8-8-0 8-2-11 5-10.11 5.10-11 2-4-0 8-8.0 Plate Offsets (X,Y)-- [2:0-5-9,Edge], [4:0-4-0,0-1-151, [7:0-4-0,0-4-81, [13:0-5-9,Edge], [19:0-5-0,0-3-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Vert(LL) 0.61 16-18 >765 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.86 16-18 >543 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.54 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 246 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except TOP CHORD 4-7,7-10: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 `Except BOT CHORD 2-19,13-14: 2x4 SP No.1 JOINTS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 13=0-8-0, 2=0-8-0 Max Horz 2=345(LC 9) Max Uplift 13= 684(LC 10), 2=-812(LC 10) Max Grav 13=1441(LC 1), 2=1535(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4685/3102, 3-4=-4489/2926, 4-5=-4129/2830, 5-6=-4128/2829, 6-7=-3612/2512, 7-9=-3243/2255, 9-10=-3248/2258, 10-11=-3681/2436, 11-12=-4513/2860, 12-13=-4682/3005, 6-8=-623/460, 8-10=-631/466 BOT CHORD 2-19=-2730/4335, 18-19=-1959/3204, 16-18=-2254/3771, 15-16=-1815/3171, 14-15=-2281/3944, 13-14=-2609/4198 WEBS 3-19� 174/271, 4-19=-764/1476, 4-18=-624/1082, 5-18=-577/518, 7-18=-281/568, 7-16� 332/327, 10-16=-503/829, 8-9= 70/282, 10-15= 521/986, 11-14=-569/1013, 11-15=-1018/625 Structural wood sheathing directly applied. Except: 1 Row at midpt 7-10 Rigid ceiling directly applied or3-6-14 oc bracing. 1 Brace at Jt(s): 7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(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 35-4-6, Exterior(2E) 35-4-6 to 39-4-0 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) Bearing at joint(s) 13, 2 considers parallel to grain value using ANSUTPI 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 684 lb uplift at joint 13 and 812 lb uplift at joint 2. 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Michael S. Magid PE 140.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 d WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/?PII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T24238587 2776575 A11G SPECIAL 1 1 Job Reference (optional) tsuuaers rlrslbource Imam cny, rL/, ol 6-3-0 rlani cny, rL - JJ5b/, 2-9-0 u.43u s may 1z zuzl mi I eK Inousines, Inc. Jun dun n 14:z3:mo zUz I rage t 8-0-0 3.1.8 3-6-8 7-8-0 8-2-0 5x6 = 7 Scale = 1:71.9 . ST1.5x8 STP = i3 12 3x6 = 5x6 % 4x6 = 3x6 = 3.00 F12 6x8 = 8-8-0 13-5-4 20-1-8 20- -0 29.6-4 39-8-0 8.8-0 4.9-4 6-8.4 0-0-8 9-4.4 10-1-12 Plate Offsets (X,Y)-- [2:0-5-6,Edge], [4:04-0,0-2-8], [8:0-4-0,0-3-01, [12:0-3-8,0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.26 10-12 >881 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.42 2-16 >575 180 BCLL 0.0 Rep Stresslncr YES WB 0.92 Horz(CT) -0.03 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH 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 midpt 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=-637(LC 10), 9= 362(LC 10) Max Grav 2=915(LC 15), 12=1782(LC 15), 9=920(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2270/1420, 3-4=-1988/1253, 4-5=-1267/858, 5-6=-234/289, 6-7=-193/351, 7-8=-1 2321764, 8-9=-1 362/722 BOT CHORD 2-16=-1212/2279, 15-16=-861/181.1, 14-15=-459/747, 12-14=-1004/701, 9-10=-509/1142 WEBS 3-16=-273/281,4-16=-346/880,4-15= 498/322,5-15=-151/778,5-14=-1037/793, 7-12= 685/296, 7-10=-494/1143, 8-10=-528/520 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 Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2R) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterior(2R) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 35-6-14, Exterior(2E) 35-6-14 to 39-6-8 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 =1 O.Opsf. i) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 502 lb uplift at joint 2, 637 lb uplift at + joint 12 and 362 lb uplift at joint 9. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 3.3.810 Date: June 7,2021 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 verifgthe 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, 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 ' I T2423B588 2776575 A24G SPECIAL 1 1 Job Reference (optional) t3ullrlerS virstsource (F9ant Glty, t-L), Nlant Ld[y, f-L - 33bb/, 11.43U S May 1 z zuz1 mi I eK mcUStnes, Inc. Jun Jun b 14:z4:UU zUzl rage 1 ' ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-Dw7?vivRjasUdrdbdBZgn56XfODz?nZIIVDCwOz8zwj rt-4-q 7.0-0 9-2-2 , 12-8-0 15.0-0 17-1-13 20.1-8 23-10-0 , 30-1111 35-4-2 39-8.0 11 7.0.0 2-2-2 3-5-14 2-4-0 2-1-13 2-11-11 3.8-8 7-1-8 4.4-9 4'-3-14 Scale=1:71.9 t•- =11-1=— 9 4x4 I 8 Sx8 3x6 5x6 3x4 = 3x4 11 5x6 = 7 10 6.00 12 3 4 26 24 25 :2x4 11 m _ 0 18 0. O 12 Io IN cn 2 23 22 21 27 19 7x10 = 1 . 6x8 = 4xB = 3x4 11 4x4 = la o ST1.5x8 STP = Bx12 = 17 16 28 29 15 14 13 3x6 _ 5x6 : 3x4 = 3x6 = 3x6 = 3x8 11 3.00 12 6xB = 7-1-8 , 11-8-0 , 15-9.4 20-1-8 20- -0 26.7.2 33-7=10 39.8.0 %10-0 7-1-8 2-8-8 1-10-0 4-1-4 4-4-4 0-0-8 6-5-2 7-0-8 6.0-6 Plate Offsets (X,Y)-- [2:0-1-15,1-2-131, [2:0-5-6,Edge], [3:0-6-0,0-2-8], [10:0-3-0,0-3-0], [20:0-3-0,0-4-0], [23:0-4-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.23 22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.33 2-23 >738 180 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(CT) -0.03 16 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. 1-3: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. Except: BOT CHORD 2x4 SP No.2 'Except' 6-0-0 oc bracing: 16-18 2-23: 2x4 SP No.1, 5-21: 2x8 SP 240OF 2.0E WEBS 1 Row at midpt 9-16 18-20,8-16: 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0,.16=0-4-0, 12=Mechanical Max Horz 2=343(LC 7) Max Uplift 2=-670(LC 8), 16=-1028(LC 8), 12=-256(LC 8). Max Grav 2=1104(LC 1), 16=2276(LC 2), 12=831(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3065/1572, 3-4=-2572/1484, 4-5=-2441/1459, 5-6=-2731/1610, 6-7= 610/474, 7-8=-349/1005, 8-9=-212/743, 9-10=-589/219, 10-11=-1292/409, 11-12= 1405/427 BOT CHORD 2-23=-1317/2710, 22-23=-1292/2684, 21-22=-730/1366, 5-20=-251/266, 19-20=-563/1085, 16-18=-1061/676, 8-18— 315/266, 13-15=-153/837, 12-13=-312/1202 WEBS 3-23=-390/1119, 3-22=-309/45, 20-22=-576/1233, 6-20=-923/1822, 6-19=-1218/766, 7-19= 647/1305, 7-18= 953/579, 9-16=-1203/437, 10-15=-679/432, 10-13=-90/465, 9-15=-267/802 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 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 Michael S. Magid PE No.53661 capacity of bearing surface. MiTek USA, Inc. FL Celt 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 670 lb uplift at joint 2, 1028 lb uplift at 6904 Parke East Blvd. Tampa FL 33610 joint 16 and 256 lb uplift at joint 12. Date: June 7,2021 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 1• 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 ANSUTPII Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply - T24238588 2776575 A24G 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 14:24:00 2021 Page 2 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-Dw7?vivRjasUdrdbdBZgn56XfODz?nZI IVDCwOzBzwj NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 156 lb up at 7-0-0, and 111 lb down and 197 lb up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 lb down at 9-0-12, and 92 lb down at 11-0-12 on bottom - chord. The design/selection of such connection 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, 9-12� 54, 2-23=-20, 21-23=-20, 18-20=-20, 16-17=-20, 12-16=-20 Concentrated Loads (lb) Vert: 3=-1 59(F) 23=-312(F) 22=-46(F) 4=-111(F) 25=-111(F) 27=-46(F) Q 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 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 T24238589 2776575 B01 G 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 14:24:01 2021 Page 1 ID:193QGWBBpX3jR187zeOm7kz5?ad-h6hN71w3Uu_LF?CnBV4VKlfICQY kAhRX9ymSrz8zwi -1-4-0 5-0.4 8-6-0 11-10-D 19.6-0 27 8 0 , 1.4-0 5-0.4 3-5-12 3-4-0 7-8-0 8-2-0 4x6 = 10 — Sx8 = ST1.5xB STP = 6xB = Scale=1:56.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.83 BC 0.85 WB 0.96 Matrix-SH DEFL. in Vert(LL) 0.39 Vert(CT) 0.33 Horz(CT) -0.03 (loc) Well Ud 2-11 >246 240 2-11 >286 180 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc pudins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 6-1-15 oc bracing. Except: 2-11: 2x4 SP No.2, 4-9: 2x6 SP No.2 6-0-0.oc bracing: 9-11 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-9 REACTIONS. (size) 2=0-4-0, 9=0-8-0, 7=Mechanical Max Horz 2=306(LC 9) Max Uplift 2=-428(LC 10), 9=-593(LC 10), 7=-354(LC 10) Max Gram 2=392(LC 21), 9=1148(LC 2), 7=952(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 397/297, 3-4— 260/171, 4-5=-255/271, 5-6=-1302/740, 6-7=-1428/693 BOT CHORD 2-11= 88/289, 9-11=-432/805, 8-9=0/326, 7-8=-483/1201 WEBS 5-9=-631/391, 5-8=-514/1128, 6-8=-529/538, 3-11 =-278/41 0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2R) 7-10-6 to 15-9-10, Intedor(1) 15-9-10 to 23-6-14, Exterior(2E) 23-6-14 to 27-6-8 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . . 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding,428 lb uplift at joint 2, 593 lb uplift at joint 9 and 354 lb uplift at joint 7. Michael S. Magid PE No.53681 MiTek USA; Iric. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 ® 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 vedfythe 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 M ITe k* is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Duality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply r T24238590 2776575 802G SPECIAL 3 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 14:24:02 2021 Page 1 I D:193QG W BBpX3j RI87zeOm7kz5?ad-91 EmKNxi FB6CsBnzlcb8tW BsrprBTd3amoiJ?Hz8zwh 1-4-0 5-2-1 8.6-0 11-10.0 19-6-0 27-8-0 1-4.0 5-2-1 3-3-15 3-4-0 7.8-0 8-2-0 4x6 = Scale = 1:56.8 11 I 4x4 = 6x8 = ST1.5x8 STP= 6x8 = 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/fP12014 CSI. TC 0.84 BC 0.98 WB 0.95 Matrix-SH DEFL. in Vert(LL) 0.30 Vert(CT) -0.42 Horz(CT) -0.03 (loc) I/defl Ud 2-12 >317 240 9-10 >560 180 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 143lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc pudins. BOT CHORD 2x4 rSP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. Except: 2-12: 2x4 SP No.2, 5-10: 2x4 SP No.3 2-2-0 oc bracing: 10-12 WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-10 SLIDER Left 2x6 SP No.2 - 2-6-2 REACTIONS. (size) 2=0-4-0, 10=0-8-0, 8=Mechanical Max Horz 2=306(LC 9) Max Uplift 2=-462(LC 10), 10=-541(LC 10), 8= 370(LC 10) Max Grav 2=414(LC 21), 10=1101(LC 2), 8=970(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-453/380, 4-5=-325/240, 5-6=-296/330, 6-7=-1346/792, 7-8=-1472/744 BOT CHORD 2-12=-166/307, 10-12= 413/779, 9-10_ 1/345, 8-9=-529/1240 WEBS 6-10=-609/393, 6-9=-509/1142, 7-9=-527/537, 4-12=-260/402 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 23-6-14, Exterior(2E) 23-6-14 to 27-6-8 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements 'Specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 462 lb uplift at joint 2, 541 lb uplift at joint 10 and 370 lb uplift at joint 8. Michael S. Magid PE No.53681 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3.3610 Date: June 7,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/?PII 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 e ' T24238591 2776575 B03G SPECIAL 1 1 Job Reference (optional) e unaers virsibource triani Lary, t-L/, mans Lary, ru - JdObl, 6.00 F12 3. 1 2x4 3 12 m 2 dI1 o 3x4i 7x10 = BOTTOM CHORD OF TRUSS IS DESIGNED TO SUPPORT NO WIND EXPOSURE LOAD ON ITS CANTILEVERED END(S). 1299 16'. 10 6x8 = 46 t1.4:iU s May 7-Z'LUZI mi I eK Inclusines, 8 5xB bun Jun b 14:Z4:U:1 ZUZI rage 1 (7N PIk2HDBBCCMk_SRsXjzBzwg 4x4 Scale = 1:53.3 e-2-0 7-10-0 s,1rP 17-6-5 27-e-0 7-10-0 0 3 9-4.5 10-1-11 0-1-0 Plate Offsets (X,Y)-- [2:0-2-10,0-1-8], [6:0-4-0,0-3-0], [8:0-4-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.25 8-9 >931 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99. Vert(CT) -0.45 7-8 >518 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-9: 2x6 SP No.2 1 Row at. micipt 4-11 WEBS 2x4 SP No.3 2-2-0 oc bracing: 9-11 WEBS 1 Row at midpt 5-9, 5-8 REACTIONS. (size) 9=0-4-0, 7=Mechanical Max Horz 9=306(LC 9) Max Uplift 9= 837(LC 10), 7=-229(LC 10) Max Grav 9=1808(LC 15), 7=744(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-544/761, 3-4=-642/967, 4-5=-210/577, 5-6=-850/430, 6-7=-976/383 BOT CHORD 2-11= 643/639, 9-11=-782/549, 4-11=-380/388, 8-9=-199/344, 7-8=-207/800 WEBS 5-9=-1120/733, 5-8=-544/1144, 6-8=-539/545, 3-11=-376/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2R) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 23-6-14, Extedor(2E) 23-6-14 to 27-6-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 9 and 229 lb uplift at joint 7. Michael S. Magid PE No.53681 MiTek USA; Iric. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 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 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply T24238592 2776575 B06G GABLE 1 1 Job Reference (optional) Piders I-IrstSource (darn L;ny, IL), Flan L;ity, FL - 33567, 8.430 S-May 12 2021 MI I eK Industries, Inc. Sun Jun 5 14:24:04 2U21 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-5hM W 13yympMw6SxMs1 ecyxH EEdbCxZAtD6BQ3Az8zwf 8-6-0 11-10-0 21-9-6 27-8-0 1-4-0 8.6-0 3.4-0 9-11-6 5-10-10 • 4x8 II Scale = 1:59.1 2x4 11 8 2x4 11 1.00 12 7 9 3x4 11 2x4 II 6 10 2x4 1131 2x4 11 28 11 2x4 11 5 3x4 3x4 4 12 3x8 11 2x4 30 3 27 29 13 2 3x10 II 32 3x4 m 1 3x8 II 14 82.0-85 24 9.1 4 4x8 4 26 0 15 . 5x12 i 2x4 11 2x4 11 2x4 I I m w jv 22 0 2 21 20 3 19 16 0 18 17 3x6 — 4x8 8 = 2x4 11 2x4 11 2x4 11 2x4 11 qn o ST1.5x8 STP = 8-0-0 8- -8 18-5-7 27-8-0 8-0-0 0- -8 10-4-15 9-2-9 Plate Offsets (X,Y)-- [2:0-4-4,Edge], [15:0-4-0,0-1-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.16 25 >609 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.29 15-16 >799 180 BCLL 0.0 Rep Stress Incr- YES WB 0.78 Horz(CT) 0.04 22 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH Weight: 192 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-23: 2x6 SP No.2 JOINTS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 22=0-8-0, 15=Mechanical Max Horz 2=301(LC 9) Max Uplift 2=-480(LC 10), 22= 606(LC 10), 15=-346(LC 16) Max Grav 2=355(LC 19), 22=1121(LC 1), 15=762(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-245/265, 5-6= 216/257, 6-7=-204/263, 7-8=-174/271, 8-9=-1049/854, -9-10=-1072/799, 10-11==1087/769, 11-13=-1079/659, 13-15=-1369/811 BOT CHORD 22-23=-460/884, 6-23=-277/415, 15-16=-650/1206 WEBS 22-27=-729/359, 8-27=-810/408, 8-28=-593/931, 28-29=-583/921, 26-29= 635/970, 16-26=-464/819, 13-16=-453/392 Structural wood sheathing directly applied or 3-6-8 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 27, 28, 29 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; 6=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -2-0-0 to 1-11-10, Interior(1) 1-11-10 to 7-8-14, Exterior(2R) 7-8-14 to 15-10-0, Interior(1) 15-10-0 to 23-6-14, Extedor(2E) 23-6-14 to 27-6-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load non -concurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 2, 606 lb uplift at joint 22 and 346 lb uplift at joint 15. Michael S. Magid PE No.0681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33.610 Date: June 7,2021 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or. chord members only. Additional temporary and permanent bracing MiTek' Is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. satiety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply t '' T24238594 2776575 C1V SPECIAL 6 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 14:24:05 2021 Page 1 ID:193QGW BBpX3jRl87zeOm7kz5?ad-ZtwuzPzaX6UnjcVYQ19rUBpW c161 gCel Smwzbcz8zwe -1-4-0 0-11-4 1-4-0 0-11-4 Scale =1:7.6 I Plate Offsets (X,Y)-- [2:0-3-7,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 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 FBC2020rrP12014 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 pudins. 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 farces 250 (lb) or less except when shown. . NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should Verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 200 lb uplift at joint 2. Michael S. Magid PE No.0681 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 3.3610 Date: June 7,2021 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 corrtporient, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing - MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and 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 ' T24238595 2776575 C3 JACK 4 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 14:24:06 2021 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjiz4cnz-14UGAI_CIQcdLm41_Sg41 MMfgRRGPfuAhQgX82z8zwd -1-4.0 2-11-4 1-4-0 .2-11-4 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.00 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020fFP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=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. Scale=1:12.7 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to. truss connections. 6) 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 Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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, 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 Qty Ply T24238596 2776575 C3V SPECIAL 6 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=128(LC 10) Max Uplift 3=-45(LC 7), 2=-187(LC 10) Max Grav 3=56(LC 15), 2=214(LC 1), 4=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 14:24:06 2021 Page 1 I D:193QG W BBpX3j RI87zeOm7kz5lad-14UGAI_CIQcdLm41_Sg41 MMfgRRFPfuAhQgX82z8zwd 2-11-4 Scale=1:12.7 DEFL, in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces &:MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/ TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 187 lb uplift at joint 2. Michael S. Magid PE No.53681 MiTek USA; Iric. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610, Date: June 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE-MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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?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, FL 36610 Job Truss Truss Type Qty Ply i T24238597 2776575 C5 JACK 4 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 1 a:24:UY ZU21 rage 1 I D:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-W G2eN5_g3kl UzwfxY9BJZZvnxglgB6BJv4P4gUzBzwc 1-4-0 4-11-4 1-4-0 4-11-4 ST1.5x8 STP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl _ Ud TOLL 20.0 Plate Grip DOL 1.25 TIC 0.56 Vert(LL) -0.03 2-4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=184(LC 10) Max Uplift 3=-113(LC 10), 2— 192(LC 10) Max Grav 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. Scale=1:17.6 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.20sf; 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 113 lb uplift at joint 3 and 192 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 7,2021 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, noF 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 ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply t ' T24238598 2776575 C5V SPECIAL 6 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 14:24:07 2021 Page 1 I D:193QGW BBpX3j RI87zeOm7kz5?ad-W G2eN5_g3klUzwfxY9BJZZvnfgle86BJv4P4gUz8zwc 1-4-0 4-11-4 1.4-0 4-11-4 �2 66 ST1.5xB STP= Scale=1:17.6 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 0.58 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0:00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight: 18 Ito 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 Holz 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. II; 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) 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.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 7,2021 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 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 ANS11TPH 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 r T24238599 2776575 DO1 G COMMON 2 1 Job Reference (optional) Builders FirstSource (I'lant city, FL), I'lant city, FL - 33567, 6.43U s may I ZU21 mi I eK Industries, Inc. Jun dun b 14:Z4:uts zuzl rage 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-_Sc1 bR?Tqi tLa3E75tiY6nRzfEv5tW 3T8k9dCxz8zwb 5-8-6 10.0-0 14-3-10 20-0-0 21-4.0 , 5-8-6 4.3-10 4-3-10 5-8-6 1-4-0 ' 44 = Scale = 1:35.8 m Io 5x8 = 4x4 = 10.0-0 20.0-0 10-0-0 10-0-0 Plate Offsets (X Y)-- [1:0-1-.4,Edge], [7:0-4-0,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ' I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.18 1-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.38 1-7 >612 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 5=0-8-0 Max Horz 1=-224(LC 8) Max Uplift 1=-338(LC 10), 5=-473(LC 10) Max Grav 1=719(LC 1), 5=817(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1182/964, 2-3=-894/743, 3-4=-892/738, 4-5=-1154/921 BOT CHORD 1-7=-680/1086, 5-7=-620/978' WEBS 3-7=-369/559, 4-7=-354/397, 2-7=-397/467 PLATES GRIP MT20 244/190 Weight: 87 lb FT = 20% Structural wood sheathing directly applied or 4-8-4 oc purlins. Rigid ceiling directly applied 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=42psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft;eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS.(directional) and C-C Exterior(2E) 0-1-8 to 4-1-2, Interior(1) 4-1-2 to 6-0-6, Exterior(2R) 6-0-6 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(2E) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint 1 and 473 lb uplift at joint 5. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 0 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always, required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saletylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply � T24238600 2776575 D02A GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 10-0-0 8.430 s May 12 2021 MiTek Industries, Inc. Sun Jun 6 14:24:09 2021 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-Sf9PonO5bL?CCDpJfaEnf_CyeSfc?FcNOuBkNz8zwa 20-0.0 , 21-4-0 , Scale=1:37.5 4x4 = 3I0 YxO 20 19 18 17 16 15 14 'xo 2x4 11 2x4 11 2x4 11 5x6 = 2x4 11 2x4 1.1 2x4 11 20-0-0 20-0-0 Plate Offsets (X,Y)-- [2:0-4-0,0-1-15), [12:0-4-0,0-1-15), [17:0-3-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 13 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 12 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 ' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0: (lb) - Max Horz 2=-219(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 18, 19, 16, 15 except 2=-175(LC 10), 12=-175(LC 10), 20=-129(LC 10), 14=-129(LC 10) Max Gram All reactions 250 lb or less at joint(s) 2, 12, 17, 18, 19, 16, 15 except 20=279(LC 15), 14=284(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-78/290, 7-8=-78/290 WEBS 4-20=-203/300, 10-14=-208/300 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) -1-4-0 to 2-7-10, Exterior(2N) 2-7710 to 6-0-0, Comer(3R) 6-0-0 to 14.0-0, Exterior(2N) 14-0-0 to 17-4-6, Comer(3E) 1.7-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment maybe used if it does not corrode the plates. If AGO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates maybe used with this design. Incising factors have not been considered for this design.. Building designer to verify suitability of this product for its intended use. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 19, 16, 15 except (jt=lb) 2=175, 12=175, 20=129, 14=129. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 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 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 ' T24238601 2776575 E7 JACK 4 1 Job Reference (optional) tluuaers rtrstsource (Flan city, rl-), Flan city, rL - 33bbl, b.43U s may l Z ZUZ1 ml I eK inausines, Inc. sun uun b 14:Z4:1u Zun rage 1 ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-wrjnO6ljMf73gNOW DIIOBCXlo2hQLTumb2ekHpz8zwZ -1-4-0 7-0-0 1-4-0 7-0-0 a Scale=1:23.5 IN 1 ST1.5x8 STP= 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20:0 Plate Grip DOL 1.25 TC 0.52 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 FBC202OfTP12014 Matrix-P Weight: 24lb 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. 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 100 lb uplift at joint(s) except Qt=lb) 3=181. 2=207. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 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 MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply e 1 T24238602 2776575 E7V SPECIAL 10 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 14:24:10 2021 Page 1 ID:193QG W BBpX3j RI87zeOm7kz5?ad-wrj nO61 jMf73gNOW DIIOBCXle2hOLTumb2ekHpz8zwZ -1-4.0 7-0-0 r 1-4-0 7-0-0 2 ST1.5x8 STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.12 2-4 >674 240 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 2-4 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horn 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. Scale=1:23.2 O p m rr PLATES GRIP MT20 244/190 W eight: 25 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C 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/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=184, 2=204. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33.810 Date: June 7,2021 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 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing . MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply { T24238603 2776575 E7VP SPECIAL 7 1 Job Reference (optional) rsuucers rtrsiaource triani uny, r-Ll, riant uIry, rL - OJ001, 0.9J1.0 5 IV1dy14 LUL 1 IVII 1 HM1 IIIUUSUIUb, It IU. out I out 1 U 1-4-1 1 ct c I rays I ID:3xt?Yd6RbYnXO16Sf6ghjjz4cnz-01 H9DS1 L7yFwRXzin?GFkP3TZS3w4w7vgiNlpGz8zwY -140 700 .1-4-0 7-0-0 3 V 3x4 0 0 T Scale = 1:23.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.11 2-4 >735 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) 0.09 2-4 >856 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020lf P12014 Matrix-P Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=303(LC 10) Max Uplift 3=-181(LC 10), 2=-327(LC 10), 4— 102(LC 6) Max Grav 3=204(LC 15), 2=346(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 100 lb uplift at joint(s) except Qt=lb) 3=1811 2=32714=102. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6964 Parke East Blvd. Tampa FL 33810 Date: June 7,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL ,36610 Job Truss Truss Type Qty Ply ! T24238604 2776575 G01 Hip Girder 1 1 Job Reference (optional) cunaers rirsmource triam city, ry, mart c1ry, rL - aa50/, UAJU 5 May iz zuz t tvu i eK rnausnies, inc. oun dun o i v:zv: i z eue i rage i I D:3xt?Yd 6 RbYnXO16Sf6ghjjz4cnz-s E rXRo2zuGN n3hYu Kin U G dcevrlfpLd33M7rLi zBzwX 1-4-0 3-4-14 7.0-0 10-0-0 13.0-0 16-7-2 _�_ - 20.0-0 21-4-0 1-4.0 3.4-14 3.7-2 3-0-0 3-0-0 3-7-2 3-4-14 1-4.0 a 4x4 = 3x4 = 4 b 4x4 = 6 Scale=1:36.9 ST1.5x8 STP = 3x8 = 4x4 3x8 —_ ST1.5x8 STP = 4x4 = 4x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.54 BC 0.84 WB 0.18 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) 0.14 10-12 >999 240 Vert(CT) -0.19 2-12 >999 180 Horz(CT) 0.07 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 2x4SPNo.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=171(LC 7) Max Uplift 2=-925(LC 8), 8=-925(LC 8) Max Grav 2=1837(LC 13), 8=1837(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3130/1546, 3-4=-3035/1523, 4-5=-2715/1412, 5-6=-2715/1412, 6-7=-3035/1523, 7-8= 3131/1546 BOT CHORD 2-12= 1220/2816, 10-12= 1307/2903, 8-10= 1220/2689 WEBS 4-12=57/478, 5-12=-315/268, 5-10= 315/268, 6-10=-57/477 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=92518=925. 8) Girder carries hip end with 7-0-0 end setback. _9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 005 lb down and 376 lb up at 13-0-0, and 605 lb down and 376 lb up at' 7-0-0 on top 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 Michael S. Magid PE No.0681 Uniform Loads (plf) MiTeUSA, Inc: FL Cert 6634 Vert: 1-4=-54, 4-6= 112(F=-58), 6-9= k USA, 2-8=-42(F=-22) MiTe East Blvd. Tampa FL 3.3810 Concentrated Loads (lb) : Date: Vert: 4=-347(F) 6=7347(E) June 7,2021 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 a truss system. Before use, the building designer must vedfy.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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Tpli 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 r Qty Ply T24238605 2776575 G02 Hip . 1 1 Job Reference (optional) t5maers rrrsiaource triam any, r-Ll, riant L111y, rL- 00001, 0.40Y � rvmy - c0c nu cn ruuau iaa, .9. I D:3xt?Yd6 R bYnXO16 Sfb ghjj z4cnz-KO Pwe83bfaV ehr75U Q ljp g 9rXFhaYofCl OsOt6z8zwW 4.6-9 9-0-0 11-0-0 15-5-7 20-0-0 4-6-9 4-5-7 2-0-0 4-5-6 4-6-9 Scale=1:35.8 44 = 44 = 3 4 I" 0 44 = 3x4 = 46 = 3x4 ST1.5x8 STP= = ST1.5xB STP = 44 = 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) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) -0.14 1-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.29 1-9 >789 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020[TP12014 Matrix-SH Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0; 6=0-8-0 Max Horz 1=-186(LC 8) Max Uplift 1=-341(LC 10), 6 341(LC 10) Max Grav 1=715(LC 1), 6=715(LC 1) FORCES. (lb) - Max. CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1200/984, 2-3=-936/749, 3-4=-787/744, 4-5=-936/749, 5-6=-1200/984 BOT CHORD 1-9=-779/1090, 7-9=-405/787, 6-7=-779/1034 WEBS 2-9=-368/417, 3-9=-129/264, 4-7=-129/264, 5-7=-369/417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-0 to 4-4-9, Exterior(2R) 4,-4-9 to 15-7-7, Exterior(2E) 15-7-7 to 19-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber D0L=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 100 lb uplift at joint(s) except Qt=lb) 1=34116=341. Michael S. Magid PE No.53661 MiTek USA; Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: June 7,2021 © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGENIII-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 . A 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 ANS11Tpll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd_. ' Saletylnlormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply T24238606 2776575 G03 Hip Girder 1 2 Job Reference (optional) builders rlrs1bource (Nlant Glty, rL), Flan Ulty, hL - 33btif, 8.43U S May 12 2U21 MI I eK InaustneS, Inc. Sun Jun b 14:24:14 2U21 rage 1 I D:3xt?Yd6 RbYnXO16Sf6ghjjz4cnz-oczl rU4DQtdVJ_hHS7pyM2h? W fzJH3eLW gcyQaz8zwV 10-3-0 i 4-8-13 i 9-9-0 10-Or0 16-3-3 20-0-0 4-8-13 5-0-3 -3-�0 5-0-3 i 4-8-13 0-3-0 4x4 11 Scale = 1:36.7 3 IN m Io 3x8 6xB = 3x10 I 7x8 = 3x8 I ST1.5x8 STP = ST1.5x8 STP = 3x10 10-3-0 i 4-8-13 9-9-0 10-0 0, 15-3-3 20-0-0 4-8-13 5-0-3 -3-b 5-0-3 4-8-13 0-3-0 Plate Offsets (X,Y)--11:0-2-10,0-1-81,15:0-2-9,0-1-81,[7:0-4-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.17 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.23 7-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-SH Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x6 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 8-5-5 oc bracing. 5-8: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=203(LC 7) Max. Uplift 1=-2231(LC 8),.5= 2271(LC 8) Max Grav 1=5015(LC 13), 5=5107(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. . TOP CHORD 1-2=-8819/3945, 2-3=-6086/2786, 3-4=-6086/2785, 4-5= 9326/4164 BOT CHORD 1-9=-3429/7917, 7-9=-3429/7917, 6-7= 3621/8210, 5-6=-3621/8210 WEBS 2-9= 859/2167, 2-7=-2679/1249, 4-7=-3166/1459, 4-6=-1.050/2608, 3-7=-2250/5137 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3")'nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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; MWFRS (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 dive loan of 20.Opsf on the bottom•chord in -all areas where a rectangle 3-6-0 tall by 2-0-0 wide _ will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=2231,5=2271. 9)_ Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 805 lb down and 352 lb up at - 1-4-0, 805 lb down and 352 lb up at 3-4-0, 882 lb down and 385 lb up at 5-4-0, 949 lb down and 415 lb up at 7-4-0, 946 Ib'down and 413 lb up at 9-4-0, 946 lb down and 413 lb up at 11-4-0, 946 lb down and 413 lb up at 13-4-0, 719 lb down and 314 lb up at Michael S. Magid PE No.58681 15-4-0, and 847 lb down and 370 lb up at. 16-0-0, and 904 lb down and,395 lb, up at 18-0-0 on bottom chord. The design/selection MiTek USA; Inc. FL Cart 6634 of such connection device(s) is the responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: June 7,2021 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 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 MITBK• 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 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 r , Qty Ply r T24238606 2776575 G03 Hip Girder 1 2 Job Reference (optional tdudoers t-Irstz�ource tviant tarty, t-L), darn Lity, rL - JJbb/, b.'1JV S wlayrL LUL r lvil I UK rf ruubulub, 111U. oUrr Jul r U 14-4. 14 4— 1 rauo G ID:3xt7Yd6RbYnX016Sf6ghjjz4cnz-oczlrU4DQtdVJ_hHS7pyM2h7 W fzJH3eLW gcyQaz8zW V LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 1-5=-20 Concentrated Loads (lb) Vert: 6— 660(F) 10=-739(F) 11=-739(F) 12=-809(F) 13=-871(F) 14=-868(F) 15=-868(F) 16=-868(F) 17=-777(F) 18=-829(F) 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 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?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 Waldod, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3 Center:plate on joint unless x, y. /4 offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 For 4 x 2 orientation, locate plates 0- 1/16' from outside edge'oftruss 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 lengthparallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or. I bracing if indicated. BEARING Indicates location where bearings:: (supports) occur. Icons vary but . reaction section indicates joint.: number where bearings occur. Min.size shown is for crushing only. Industry Standards:. ANSI/TPH: 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. General: Safety Notes 6-4-e Failure to FolloW.Could Cause:Pro e dimensions shown.in ft-in-sixteenths Property (Drawings not. to. scale) Damage or;Personal Injury .:.;: :1.' Additional stability bracing' for truss system,'e.g. 1 2 3 diagonal or X-bracing, is always required. See BCSI.. TOP CHORDS 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.' 0 tY 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building designer, erection supervisor,. property owner and all other interested parties. BOTTOM CHORDS 8 7 6. 5: JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,.ESR-1352, ESR1988 ER-3907, ESR-2362, ESR71397, 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 �o MiTek _ . MiTek Engineering Reference Sheet: MII-7473 rev. 5/1.9/2020 p C1.2.. .c2a .. .. WEBS Cc O H: c7-8 c6-7 cs-s 5. 'Cut members to bear tightly against each other. 6. Place plates on:each;face of truss at each joint and embed fully.. Knots and wane at joint. locations are regulated by ANSI/TPI :1. 7. Design assumes trusses will be suitably protected from the environment in accord: with ANSI/TPI :1.. 8.. Unless otherwise noted, moisture content (if. 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 indicatedon 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 ANSUTPI 1: Quality Criteria.: 21.T.he.design does not take into account any dynamic. or other loads other than those. expressly stated. '