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HomeMy WebLinkAboutTRUSSA 258 Southhall Lane, Suite 200 F D Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES August 4, 2021 Building Department Ref: Adams Homes Lot: Lot 52 Blk. 1 Subdivision: Fort Pierce - Waterstone Address: 5375 Lugo St. Model: 2030 B BHG KA # 21-3954 Truss Company: Builders First Source Date of drawings: 6/23/21 Job No.: 2718538 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and 1-11 techniques; and coordinating work with all other trades. $�����a.&BP Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 8/4/2021 Carl A. Brown, P.E. FL. # 56126 8/4/2021 Scott Lewkowski, P.E. FL. #78750 .q • Y 0 . Y p : 8 OF AIV ,'fin' �,,,, O� N 11' • "" Luis Pablo Torr1s, P.E. FL. # 87864 FDS Engineering Associates, A TSG Company "Your Building Code Experts" 0 o 0 0 ATb Frame dotv(l to 8' 0.W0%AIINWE- I NII■6®IIIMENIN 5-08-00 t 1 C1 C3 d DROP GABLE I 1� 1� 1® —'F CONNECTORS SCHEDULE ROOF TRUSS QT ID MODEL ROOF UPLIFT SYM 0 A* LUS24 / JUS24 895 / 835 490 /510 ALA, 10 A HTU26/ THD26 3600 / 3470 1555 / 2330 ALA 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 ALB 0 C HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 A Lo 0 D HTU28-2 / THD28-2 4680 / 5005 3485 / 2595 A w 0 E HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 J U-= 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 A IF 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 J LG 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 j ui 0 1 J THJA26 / HJC26 9100 / 8990 4095 / 4370 1 w 20 IF 3 X 8 NOP El Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Corrections or comments node on egnipment submittals or shop drawings daring this review do not relieve contractor from compliance with requi euxift of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is resp'ble for confirming and correlating all quantities and dimensions selecting fabrication processes and techniques of construction; coordinating his work with that ofall other trades and performing his work in a safe and saasficmrym— FDS ENGINEERING ASSOCIATES Date: 08/04/2021 By. BH CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (10. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Faun 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: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: ng a am l y BLOCK 160 MODEL: 2030 B 3CAR ADDRESS: 5376 LUGO ST LOT f BLOCK: 5211 SUBDIVISION: WATERSTONE ITY: FT PIERCE DRAWN BY: KSANCHEZ JOB # : 1 2718538 DATE: O6/05/2021 SCALE: NTS PLAN DATE: 2021 .11 Submittal No.: Project No.: 21-3954 project Eng.: Luis Tortes REVISIONS: Project Name: Adams Homes - FL Pierce - Waterstone Lot 52 Blk I 1. 2. 3. VERIFY ALL DIMENSIONS AND CEILING CONDITIONS PRIOR TO APPROVAL 4. SOME CEILING FRANANG REQUIRED IN REIN BY BULGER MAIN WIND FORCE RESISTING SYSTEMI ENCLOSED HYBRID NAND ASCEMS �M RTANT E OSURE CATEGORY C OCCUPANOr CATEGMY u WIND LOAD 160 MPH WIND WAD I ANOE FACTOR 1.00 This Drawing ust Be Approved And Returned ore Fabrication Will TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LNE LOAD Begin. For Yo r Protection Check All NONCONCURRENT MH ANY OTHER LIVE LOADS Dimensions And Conditions Prior To APBELO Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF By BCDL: 10 PSF BCDL: 6 PSF -Date— TOTAL: 37 PSF TOTAL: 65 PSF DURATION: 1.26 DURATION: 1.00 4408 Airport Road Plant City, FL 33563 Ph. (813)306-1300 Fax (813)305-1301 ® Lumber design'vauesare in accordance with ANSI/TPI.1 section 6.3 . These truss designs rely on lumber values established. by others. MiTek. RE:. 2718538 - 2030 3CAR BLK MiTek USA, Inc. Site Information: 6904 Parke �East QBlvd. S Customer Info: Adams Homes Port St Lucie Project Name: 2030 B 3CAR Model: Lot/Block: 52/1 Subdivision: WATERSTONE Address: 5375 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-..FBC2026/tPI2014. 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 45 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 pate No. Seal# .. Truss Name . Date 1 T24456945 A01 6/23/21 23 T24456967: C5V 6/23/21 2 T24456946 A02 6/23/21 24 T24456968 CV2 6/23/21 3 .:: T24456947 A03 6/23/21 25 T24456969 CV4:.: 6/23/21 4 T24456948 A04:: 6/23/21 26 T24456970 CV6 6/23/21 .5 724456949 A05 6/23/21 27 T24456971 CV7 6/23/21 6 T244569501 A06 . 6/23/21 : 28 T24456972. D01 6/23/21 7 T24456951 A07 6/23/21. 29 T24456973: D02 6/23/21 8 T24456952 A08 :. 6/23/21 30 T24456974 D03 6/23/21 9 :: T24456953 A09.. .: 6/23/21 31. T24456975 ET .. 6/23/21 10 724456954 A10: 6/23/21 32 T24456976 E7A.. 6/23/21 11 T24456955. A11S 6/23/21 33 T24456977 E7V 6/23/21: 12 T24456956 f301 6/23/21 34 T24456978 EV6 6/23/21 13 T24456957 B02 6/23/21 35 T24456979, G01 6/23/21 14 724456958 B03 6/23/21 36 . • : T24456980 G02S:. 6/23/21 15• T24456959 C1 6/23/21 37: T24456981 G03S: 6/23/21 16 T-24456960 C 1 A 6/23/21 38 T24456982 . 1­17 6/23/21 17 T24456961- C1 V 6/23/21 39 T24456983 1­17A 6/23/21 18 T24456962 C3 6/23/21 40 T24456984 1­17V 6/23/21 19 T24456963 C3A 6/23/21' 41 T24456985 P01. 6/23/21 20 T24456964 C3V :: : 6/23/21 42 T24456986 P02 - - 6/23/21 21 T24456965 C5 . 6/23/21 43 T24456987 131309 6/23/21 .22 T24456966 . C5A 6/23/21 44 T24456988 201 6/23/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (P1ant.City, FL). ;Truss Design Engineer's. Name: Velez, Joaquin: No 82 My license renewal date for the state of Florida is February 28, 2023. .cc IMPORTANT NOTE: The seal on these truss component designs is' a certification AT O F.�44/ that the engineer named is licensed -in -the jurisdiction(s) identified and that the i� ' designs comply with ANSI/TPI.1. These designs are based upon: parameters ���� : shown (e.g:, loads, supports, dimensions, shapes and design ;codes), which were TRENCO'iven to s ek or fie eferrencerpurposect eecific included. is. for or � i��� N A `�,��� not taken into accouTek's only,iand wason customers nt in the preparation of these designs. MiTek or TRENCO has not independently verified the Joaquin elej PE N.o.68 2 applicability. of the design parameters or the designs for any particular building. Before use; MiTek U A, Inc, FL Cart 34 the. building' designer should.verify applicability of design parameters and properly 6904 Pa ke East Blvd. Ta pa FL 33610 incorporate these designs into the -overall building design perANSI/fPl 1, Chapter 2. Date: June 23,2021 Velez, Joaquin: 1 of 2 i RE: 2718538 - 2030 3CAR BLK Site Information: Customer Info: Adams Homes Port St Lucie Project Name: 2030 B 3CAR Model: 2030 B 3 CAR Lot/Block: 52/1 Subdivision: WATERSTONE Address: 5375 LUGO ST, . City: Fort Pierce State: FL No. Seal# Truss Name Date 45 T24456989 Z02 6/23/21 2 of 2 Job Truss Truss Type f Qty Ply 2030 3CAR BLK T24456945 2718538 A01 1 HIP GIRDER 1 2: Job Reference (optional) tjUlicters flrsibource Imam Lmy, rL), riani l:ny, t-L - Mbbl, t1.4ju s dun Z zue i mi I eK inuusuies, Inc. vveu dun zo i I:b = ZUz, rage , ID:7fJs6CAsfAXytW iff9D ExXz547D-nY1 KCD E013rDSGKYTZZ7GkQbGgl 6XNh4R8gOmEz3PW H 11-4-q 3-9-4 7-0-0 11-4-0 15-8-0 21-1-11 25-10-0 30-B-6 36-0-0 39.3.5_�43-0=0 44.4-0 4-0 3-9.4 3-2-12 4-4-0 4-4-0 5-5-11 4-8-5 4-10-6 5-3-9 3-3-b 3-8-11 1-4-0 5x6 3x4 = 3x4 11 5x8 = 2x4 11 3x4 = 6.00 12 5x6 _ 3 23 4 24 5 25 26 27 628 29 30 7 31 328 33 34 9 Scale='1:79.8 ST1.5x8 STP= I!F! m r. 10 11 Iv 0 16 . .35 36 37 15 3x4 = 38 3x6 - ST1.5xB STP= 3.00112 3x8 6x8 = 3-9-4 7-0-0 11-4=0' 15-4-0 15rB-021-1-11 25-10-0 LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) . 0.79 12-13 >420 240 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) ' -0.84 12-13 >396 180 BCLL 0.0 ` . Rep Stress Incr NO WB 0.72 Horz(CT) -0.16 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD 3-6,6-9: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP M 31 'Except 2-15: 2x4 SP No.2, 13-14,10-12: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0; 15=0-8-0 Max Horz 2=128(LC 97). Max Uplift 2=-906(LC 5), 10= 1662(LC 9), 15=-3750(LC 5) Max Grav 2=847(LC 19), 10=1987(LC20),15=4001(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1335/1616, 3-4=-1124/1510; 4-5=-456/762, 5-6=-943/1297, 6-7=-7024/5812, 7-8=-7014/5799, 8-9=-6000/5658, 9-10=-6676/5462 BOT CHORD 2-16=-1401/1122, 15-16=-597/293, 14-15=-2789/2411,.5-14=-737/860, 13-14=-3519/4002, 12-13=-6147/7343, 10-12=-4802/6036 WEBS 3-16=-186/278, 6-14=-5582/4826, 6-13=-2285/3256, 7-13=-488/621, 8-13=-357/663, 8-12=-1538/1597, 9-12=-1637/2253, 4-16=-1062/1095, 4-15=-1417/1556 PLATES. GRIP MT20 244/190 Weight: 394 lb FT = 20% Structural wood sheathing directly applied or 4-0.3 oc pudins. Rigid ceiling directly applied or5-6-14 oc bracing. Except: 6-0-0 oc bracing: 14-15 1 Row at nfidpt 6-14 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0. oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 079-0 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; Cat. 11; Exp C; EncL, GCpi=0.1'8; MWFRS (envelope) gable end zone; porch left exposed; Lumber DOL=1.60 plate gdp.DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to vie use of this truss component. 6) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=906, 10=1662, 15=3750. :ontinued on Dace 2 Joaquin VelerPE: No.66182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33.610 Date: June 23,2021 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 buckling of individual truss web and/or chord members only: Additional temporary and permanent bracing MiTek' - prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLTP11 Quality Criteria, QSB-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 2030 3CAR BLK T24456946 271853E A02 HIP 1 2 Job Reference (optional) Builders Firstisource (Plant city, FL), Plant city, FL - 33567, 5.430 s dun 22,021 MI I eK Induslnes, in.c. vied dun 23 i r:aa: ru 2021 � rage! ID:7fJs6CAsfAXytW iff?DExXz547D-jx95dvGeHh5xhZUwbzbbM9W_?UkA?MKNuS97r6z3PW F T1-4-Q 5-11-1 , 9-0-0 14-6-3 21-6-0 28-5-13 34-0.0 37-0-15 43.0-0 44-4-Q 1 4-0 5-11-1 3-0-15 6-11.13 6-11-13 5.6-3 3-0-15 .5. 1-4.0 Scale Scale = 1:79.8 Sx6 = Sx6 = 3x4 = 3x4 =. 5x6 — 6.00 12 4 5 22 6 723 8 2x4 2x4 CO 3 7S] 9 6 N ST1.5x8 STP = ST1.5x8 STP = 0 m 1 2 15 .14 13 . 12 10 m IN 0 5x12 = 5x6 = 3x4 5x12 = 11 Io 3x6 % 3.00 F12 3x6 Zz 8 B 0 18 2-7 24_9.9 34 4 0 !CM-0 . . 8-8-0 9-6-7 6-7-1 9-6-7 8-B-0 Plate Offsets (X,Y)-- [2:0-0-10,Edgel, [4:0-3-0,0-2-01, [6:0-3-0,0-3-01, [8:0-3-0,0-2-01, [10:0-0-10,Edge1, [14:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. 'DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.58 Vert(LL) 0.94 13-14 >551 240 MT20 244/190 TCDL . 7.0. Lumber DOL. 1.25 BC 0.86 Vert(CT) :: -1,.13 14-15 >458 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 HOrz(CT) 0.56 10 n/a We BCDL. 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 390 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0,.10=0-8-0 Max Horz 2=159(LC 14) Max.Uplift 2=-1027(LC 10),10=-1027(LC 11) Max Grav 2=1663(LC 1), 10=1863(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb)'ot less except when shown.. TOP CHORD 2-3=-5338/3222, 3-4=-5159/3038, 4-5— 4341/2618, 5-6=-6503/3994, 6-7- 6489/3917, 7-8--4340/2540, 8-9=-5158/2946, 9-10=-5338/3095 BOT CHORD ..2-15=-2941/4820, 14.15==3693/5958, 13-14=-4117/6745, 12-13=-3544/5960, .10-12=-2642/4816 WEBS 3-15=-173/318,.4-15=-1127/2044, 5-15=-1860/1446, 5-14=-392/721; 6-14=-368/478, 6-13=-384/487, 7-13= 382/706, 7-12=-1863/1445, 8-12=-1088/2044, 9-12=-179/329 NOTES-' 1) 2-ply truss to be connected together with 1 Od. (0.1 31"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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) Unbalancedroof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=1.60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GEpi=0.18; MWFRS (envelope) gable end zone and'C-C Exterior(2E) -1-4-0 to 241=10;.Eidedor(2R) 2-11-10 to 15-1-0, Interior(1) 15-1-0 to 27-11-0, Exterior(2R) 27-11-0 to 40-0-6, Exterior(2E), 40-0-6 to 44-4-0 zorie;C-C for. members and forces & MWFRS for reactions shown; 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 t* use of this truss component. 6) Provide adequate drainage to prevent water ponding. 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 alf areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify . capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s).except (jt=lb) 2=1027,10=1027., Joaquin VeleiPE N6.66182 MiTek USA, Inc. FL Celt 6634 6904. Parke East Blvd. Tampa FL 33610 Date; June 23,2021 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 comporient,'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 , 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 p Qty Ply 2030 3CAR BLK T24456947 2718538 A03 Hip 2 1 Job Reference (optional) Builders rlrstaouree (Plant Cry, FL.), ream City, FL - 33567, 6.430 s Jun z 202 r rvu r en rnuusureb, inu. vveu Jun co r r.ao. i c 404r rage r ID:7fJs6CAsfAXytWiffTDExXz547D,gJHr2blvplLfwtdJiOe3RabFaHP7TApgLmeDv7z3PW D 1-4- 5-10-14 8-8-0 11-0-0 18.0-9 24-11-7 32-0.0 34-4-0 '37-1-2 43-0-0 4-4- 4-0 5-10-14 2-9.2 2-4-0 7-0-9 6-10.13 7-0-9 2-4-0 2-9-2 5-10-14 1-4-0 Scale='1:79.8 • 6x8 = 5x6 = 2x4 II 6x8 = 6.00 12 2x4 II 5 26 6 27 7 28 8 2x4 II s 2x4 = 4 : g 2x4 = m 29 25 3 0 10 ST1.5x8 STP = 30 "' 24 ST1.5x8 STP= cm 2 17 16 15 14. 13 0 11 12 m IN 0 1 8x10 = 4x4 = 4x8 = 8x10 = Io 6x6 _ 5x8 = 5x8 3.00 F12 8-8-0 11=0.0 D o n n A n 18-0-9 24-11-7 n n C. n_� O 32-0-0 �_n 34-4=0_ , — _43-0-0 O_GJl . .. .. LOADING (psf) SPACING- 2-0-0 . CSI. DEFL. in (loc) I/defl Ud PLATES_ GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.93 14-16 >557 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC:. 0.90 Vert(CT) -1.18 13-14 >437 180. BCLL 0.0 Rep Stress ]nor YES WB 0.71 Horz(CT) 0.64 11 n/a n/a . BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Weight: 243lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 5-6,6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-1-12 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 5-16, 8-14 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=189(LC 14) .. Max Uplift 2=-1024(LC 10),11=-1024(LC 11) Max Gram 2=1663(LC 1), 11=1663(LC.1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5616/3400, 3-4=-5340/3117, 4-5=-5332/3214, 5-6=-4876/2874, 6-7=-4870/2796, 7-8=-4870/2796, 8-9=-5332/3018, 9-10=-5340/2923, 10-11=-5616/3212 BOT CHORD 2-17=-3149/5116, 16-17=-2049/3717, 14-16=-2723/4870,.13-14=-1849/3717, 11-13=; 2782/5117 WEBS 3-17=-219/391,.5-17— 1133/1865, 5-16=-954/1416, 6-16=-449/500, 6-14=-367/368, — — 7-14=-394/461,-8-14948/1410, 8-131027/1865, 10-13=-219/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 6-9-1, Exterior(PR) 6-9-1 to 15-2-15, Interior(1) 15-2-15 to 27-9-1, Exterior(2R) 27-9-1 to 36-2-15, Interior(1) 36-2-15 to 41-4-0, Exterior(2E) 41-,4-0 to 44-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp.DOL=1.60 . 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown,covers rain loading requirements specific tc44he 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 wilAt between the bottom chord and any other members. 7) Bearing at joint(s) 2, 11 considers, parallel to grain value using ANSIIfPI 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 100 lb uplift at joint(s) except at=lb) 2=1024, 11=1024. Joaquin Velez PE:146.66182 MiTek USA, Inc. FL:Ceit 6634 6904 Parke East Blvd. Tampa FL 336.10 Date: June 23,2021 ® 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 componerif, .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 . ANSIM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety.lnlormation available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2030 SCAR BLK T24456948 2718538 A04 Hip, 2 1 Job Reference (optional) tiunoers virsttdource triam uty, F-L), mant Lony, M - OJObr, o.vau 5 Jun a zuz i wn r arc uruusures, ux:. vveu Jun eo r r A0: ro cuc r rage r I D:7fJs6CAsfAXytW iff7DExXz547D-8W rDFwIXZcTW Y1 CVG691zo7QGhl KCcRgaQOnRRz3P W C 1-4- 5-10-14 8-8.0 13-0-0 18-8-0 24.4-0 30-0.0 34-4-0 37-1-2 43.0-0 4- 4- 5-10-14 2-9-2 4-4-0 5-8-0 5-8-0 5-8-0 4.4-0 2-9-2 5-10-14 1-4- 6.00 12 5x6 = _ � 5x6 3x4 = 5x6 = . 5 627 28 729 8 7x8 • ST1.5x8 STP = 25 O Scale =1:81.4 2x4 = o 10 ST1Z 4 10 0 2 1v N O 5xB ZZ 5x8 3.00 F12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip. DOL .1.25 TC 0.84 Vert(LL) 0.78.15-17 >662 240 MT20 244/190 TCDL . 7.0 Lumber DOL 1.25 BC:: 0.96 Vert(CT), -1.03 14-15 >503 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 11 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight:251 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) _2=0=8-0, 11=0-8-0 Max Horz 2=-226(LC 11) Max Uplift 2=-1020(LC 10), 11=-1020(LC 11) MaxGrav 2=1663(LC 1), 11=1663(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. TOP CHORD 2-3— 5565/3387, 3-4_ 5328/3163, 4-5=-3661/2209, 5-6=-3268/2062, 6-7=-3813/2357, 7-8=-3268/2662, 6-9=-3661/2209, 9-10=-5328/3106, 10-11=-5565/3257 BOT CHORD 2-18=-3168/5066, 17-18=-2783/4791, 15-17=-1915/3761, 14-15=-1899/3761, 13-14=-2511/4791, 11.-13=-2792/5066 WEBS 3-1 8=-1 711316, 4-18=-760/1306, 4-17— 1749/1232, 5-17=-707/1359; 6-17=-767/607, 6-15=-145/310, 7-15=-144/309, 7-14= 767/606, 8-14= 707/1359, 9-14= 1749/1121, 9-13= 665/1307, 10-13=-171/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vdlt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-4-0 to 2-11-10; Interior(l) 2-11-10 to 6-11-0, Exterior(2R) 6-11-0 to 19-1-0, Interior(1) 19-1-0 to 23-11-0, Exterior(2R) 2&11-0 to 36-1-0, Interior(l) 36-1-0 to 40-0-6, Exterior(2E)40-0-6 to 44-4-0 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) Beating at joint(s) 2, 11 considers parallel to grain value using ANSl1TPI 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 100 lb uplift at joint(s) except (jt=lb) 2=1020, 11=1020. Joaquin Velez PE: No.68182 MiTek USA, Inc. FL Cott 6634 6904, Parke East Blvd. Tampa FL 33.610. Date: June 23,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; andis 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 : ANSHTP/1 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelyinlormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldoif, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2030 3CAR BLK, T24456949 2710538 A05 Hip 2 1 Job Reference (optional) tlutloers hlfst50urce (mant Guy, I-L), viant Glty, t-L - J&)bf, t1.4gU s dun a Zuei MI t eK Inuusines, Inc. vveu dun eo I l:oo: io eue l raye i I D:7fJs6CAsfAXytW iff9DExXz547D-4uy_gcKn5DkEnLMuNXBm2DDItVQzga_62ktuW Kz3PW A 11.4-0 5-10.14 8.8-0' 15-0-0 21-6-0 28.0-0 34-4-0 37-1-2 43-0-0 44-4-0 4- 5.16-14 2-9.2 6-4-0 6-6-0 6-6.0 6-4.0 2-9-2 5-10-14 i-4-a Scale = 1:81.4 • 6.00 12 5x6 = 3x8 = 5x6 = 5 6 25 26 7 5x6 i � Sx6 4 8 0 2x4 = 2x4 3 9 ST1.5x8 STP = ST1.5x8 STP = 24 Peg 27 m 2 p 17 16 15 14 13 0 12 1011 m Ic9 c 1 7x8 = 4x8 = 2x4 11 4x8 = 7x8 = To 4x8 = 5x8 c 5x8 3.00 12 15-0-0 21-6.0 28-0-0" 34-4-0 43-0-0 8-8-0 6-4-0 6.6-0 6-6r0 6-4-0 8-8.0 Plate Offsets (X,Y)-- [2:0-4-11,0-1-61,[4.0-3-0,0-3-01,[5:0-3-0,0-2-01,[7:0-3-0,0-2-01,[8:0-3-0,0-3-01,[10:0-4-11,0-1-61,[12:0-4-0,0-5-01;[17:0-4-0,0-5-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip.DOL 1.25 TC . 0.96 Vert(LL) -. 0.72 14-16 >713 240 MT20 244/190 TCDL 7.0 Lumber DOL " 1.25 BC 0.94 Vert(CT) -0.94 14 >547 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.59 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 256 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size). 2=0-8-0, 10=0-8-0 BRACING - TOP CHORD BOT CHORD WEBS' Max Horz 2=-251(LC 11) . Max Uplift 2=-1014(LC 10), 10=-1014(LC 11) Max Grav 2=1663(LC 1), 10=1663(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5563/3383, 3-4=-5354/3201, 4-5=-3264/2015, 5-6=-2877/1904, 6-7=-2877/1904, 7-8=-3264/2015, 8-9=-5354/3145, 9-1 0=-5563/3246 BOT CHORD 2-17=-3193/5063, 16-17=-2795/4709, 14-16_ 1550%3158, 13.14=-1550/3158, 12-13=-2508/4709, 10-12=-2780/5063 WEBS 3-17=-135/260, 4-17=-749/1338, 4-16=-1985/1451, 5-16=-554/1110; 6-16=-545/419, 6-13=-545/418, 7-13=-554/1110, 8-13=-1985/1318, 8-12=-639/1338, 9-12=-135/269 'Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-16, 6-16, 6-13, 8-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and,Q-C Exterior(2E) -1-4-0 to 241-.10;:Interior(1) 2-11-10 to 8-9-10, Exterior(2R) 8-9-10 to 21-1-0, Interior(1) 21-1-0 to 21-11-0, Exterior(2R) 21-11-0 to 34-2-6, Interior(1) 34-2-6 to 40-0-6, Exterior(2E) 40-0-6 to 44-4-0 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) TwS 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, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify capecityof bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1014,10=1014. Joaquin Velez PE. N6.66182. MiTek USA, Inc. FL:Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING -Verity designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanentbracing 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 :. ANSLITPlf Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss PlateInstitute, 2670 Crain Highway, Suite W3 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply 2030 3CAR BLK T24456950 2718538 A06 Hip 2 1 Job Reference (optional) builders virstbource tmarn Gny, t-L), riam tiny, rL - JJDb/, OAJU 5 Jul Z ZUG 1 IVII I UK II IUUSUItl5, II IU. VVUU UUII LJ 1 1.— 11 tilt I r 9U I ID:7fJs6CAsfAXytW iff7D ExXz547D-OH4k51L1 dq_xt eW GVyDE8el6118t8N_PV2M_aDz3PW 8 i1-4-Q 5-10-14 8-8-0 , 13-1-11 17-0-0 21-6.0 26-0-0 " , 29-10-5 34.4-0 " _, 37-1-2 43.0-0 44-4 Q 4- 5.10-14 2.9-2 4-5-11 3-10-5 4-6-0 4-6-0 3-10-5 4-5-11 2-9-2 5-10-14 Scale=.1:82.1 5x6 = 6.00 12 3x4 = 7 8 s ST1.5x8 STP = 27 m 1 O 5x6 = 9 0 146 15_ Iv & \l .T 4x8 = 4x12 zz 4x12 5 3.00112 B-B-O 17-0-0 26-0-0 34-4-0 43-0-0 8-B-0 8-4-0 9-0-0 B-4-0 B-8.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL .1.25 TC 0.83 Vert(LL) 0.74 19-20 >698 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -1.03 16-17 >502 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.97 Horz(CT) ' 0.59 14 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 266 lb FT = 20%. LOMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x6 SP M 26'Except' BOT CHORD Rigid ceiling directly applied or 5-6-2 oc bracing: 18-20,16-18: 2x6 SP No.2 WEBS 1 Row at midpt 6-20 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 14=Mechanical Max Horz 2=-281(LC 11) . Max Uplift 2= 1009(LC 10), 14=-1009(LC 11) Max Grav 2=1781(LC 2), 14=1781(LC.2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6007/3414, 3-4=-5789/3151, 4-6=-5805/3314, 6-7=-3162/1838, 7-8=-2811/1705, 8-9=-2811/1705, 9-10=-3162/1839, 10-12=-5805/3141, 12-13=-5789/3009, 13-14=-6007/3193 BOT CHORD 2-20=-3255/5498, 19-20=-1759/3460I 17-19=-1203/2884, 16-17=-1569/3460, 14-16=-2735/5498 WEBS 3-20=-220/365, 4-20=-193/292, 6-20— 1504/2428, 6-19=-1022/852, 7-19=-611/1243, 8-19=-329/335, 8-17=-329/335, 9=17=-611/1243, 10-17=-10221791, 10-16=-1326/2428, 12-16=-193/291, 13-16=-220/374. 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; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2E) 71-4-0 to 2-11-10, Interior(1) 2-11-10 to 10-11-0, Exterior(2R) 10-11-0 to 32-1-0, Interior(1) 32-1-0 to 40-0-6, Exterior(2E) 40-0-6 to 44-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D01-=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) . Tits truss has been designed for a jive 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 ANSUTPI 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 100 lb uplift at joint(s) except (jt=lb) 2=1009, 14=1009. Joaquin VeleiPE No.68182 MiTek USA, Inc; FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33.610 Date: June 23,2021 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 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 ( Oty Ply 2030 3CAR BLK T24456951 2718538 A07 Hip 2 1 Job Reference (optional) tsuncers virsiaource triant uny, r-L), clan[ Vlly, rL - 03001, 0.40U b JUI1 G LUL I IVII I UN II IUU UlUb, II— VV GU UUI I — I V 09U I I D:7fJs6CAsfAXytW iff7DExXz547D-zfCV W_N I9SEfGygfcMGiD3NSZ6oRcOfiyMr5f5z3PW 6 11-4-I) 5-10-14 8-8.0 13-10-0 19.0-0 24-0-0 29-2-0 34-4-0 37-1-2 43-0.0 44-4-0 4- 5-10-14 2-9-2 5-2-0 5-2-0 5-0-0 5-2-0 5-2-0 2-9-2 5-10-14 i-4-d Scale =:1:82.8 5x6 = 5x8 = 6.00 12 6 28 7 4x4 4x4 5 8 • 27 29 3x8 i 3x8 5x6 � 4 9 3 ST1.5xB STP = 26 m 2 19 18 17 16 31 15 14 13 di 1 7x8 = 4x4 = 4x4 = 4x4 = 7x8 = o _ 4x8 — 48 = 412 % 3.00 12 5x6 10 ST1.5x8 STP= 30 11 o. 11 12 N I9. 6 4x12 8-8-0 13-10.0 19.0.0 24-0.0 29-2-0 34-4-0 43-0-0 8-8-0 5-2-0 5-2-0 5-0-0 5-2-0 5-2.0 8-8.0 Plate Offsets (X,Y)-- [3:0-3-0,0-3-01,[6:0-3-0,0-2-01,[7:0-6-0,0-2-81,[10:0-3-0,0-3-01,[13:0-4-0,0-5-41,[19:0-4-0,0-5-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC0.85 Vert(LL) 0.67 18 >775 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC: 0.91 Vert(CT) . -0.91 14-15 >565 186 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.56 11 n/a n/a BCDL 10.0 Code FBC2020frPI2014 Matrix -MS Weight: 275 lb FT = 20% LUMBER- 6RACING- TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 "Except` BOT CHORD 17-19,13-17: 2x6 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=-312(LC 11) - Max Uplift 2=-1002(LC.10); 11=71002(LC 11) Max Grav 2=1773(LC 2), 11=1775(LC 2) . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 25.0 (lb) or less except when shown. TOP CHORD 2-3=-5944/3400, 3-4=-5752/3.178, 4-5=-3780/2055, 5-6=-2795/1646, 6-7=-2467/1550, 7-8=-2795/1645, 8-9=-3788/2055, 9-10=-5760/2931, 10-11=-5951/3089 BOT CHORD 2-19= 3270/5438, 18-19=-2807/5642, 16-18=-1685/3842,.16-16=-899/2467, 14-15=-1431/3349, 13-14=-2290/5049, 11-13=-2664/5445 WEBS 3-19=-188/324,.4-19=-799/1510, 4-18=-1878/1241, 5-18=-493/1013, 5-16=-1214/913, 6-16=-452/1016, 7-15=-520/1019, 8-15=-i224/849, 8-14=-427/1021, 9-14=-1878/1087, 9-13=-662/1510, 10-13=-1881/333' Structural wood sheathing directly applied or 2-2=0 oc.purlins. Rigid ceiling directly applied or 4-4-7 oc bracing. 1 Row at midpt 4-18, 5-16, 7-16, 8-15, 9-14 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; Cat. II; Exp,C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and'C-C Exterior(2E) -1-4-0 to 2-11-10, Interior(1) 2-11-10 to 12-11-0, Exterior(2R) 12-11-0 to 30-1-0, Interior(1) 30-1-0'to 40-0-6, Extedor(2E) 40-0-6 to 44-4-0 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 tothe 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 *tbetween the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 11 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 100 lb uplift at joint(s) except at=lb) 2=1002, 11=1002. Joaquin Ve1e0E No.68182 MiTek USA, Inc. FL Ceit 6634 6904. Parke East Blvd. Tampa FL 33.610 Date: June 23,2021 Q WARNING - Verity designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This desigri Is based only upon parameters shown; andis for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only: Additional temporary and permanent bracing MiTek" is always. required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing. of trusses and truss systems, see ANSI/TP11 Quality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa/ely.lnformation available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. Tampa, FL 36610 Job Truss Truss Type t r City Ply 2030 3CAR BILK T24456952 2718538 A08 Hip 2 1 Job Reference (optional) Builders Firstbource (Hlant city, hL), Hlant LAty, I-L - 33b6/, m43u s dun z zuzi mi i eK IMUSineS, inc. vveu dun zo i r:ao:zu zuz r raye i ID:7fJs6CAsfAXytW iff?DExXz547D-RsmtjKOwwIMWu6ErA4nxlGwdOW78LoWsBOafBXz3PW5 r1-4-Q 5-10-14 8-8-0 14-8-12 21-0-0 22-0-p 28-3-4 3L;4 O 37-1-2 43.0-0 44-� 1-4-0 5-10.14 2-9-2 6-0-12 6-3-4 0- 6-3-4 6-0-12 2-9-2 5-10-14 Scale =1:81.1 I S 5x6 = 5x6 = Anne 6 728 5x8' 3.00 F12 8-8-0 : : "" 14-8-12 " 4x4 34-4.0 ' : 5x8 LOADING (psf) SPACING- 2-0-0 " CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.84 Vert(LL) 0.73 16-18 >707 240 MT20 244/190 TCDL 7.0 LumberDOL. 1.25 BC 0.94 Vert(CT) . -0.01 14-15 >570 180 BCLL 0.0 Rep Stress Incr' YES WB 0.73 Horz(CT) 0.58 11 n/a Wa BCDL 10.0 Code FBC2020/TPI2014:, Matrix -MS Weight: 273lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc.purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 4-18, 5-16, 8-15, 9-14 REACTIONS. (size)_ '2=0-8-0, 11=Mechanical Max Horz 2=-343(LC 11) Max Uplift 2=-995(LC 10), 11=-995(LC 11) Max.Grav 2=1663(LC.1),'11=1663(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.: TOP CHORD 2-3= 5569/3405, 3-4=-5344/3195, 4-5=-3347/1912, 5-6= 2339/1416, 6-7=-2029/1356, 7-8=-2339/1416, 8-9=-3347/1830, 9-10=-5344/2845, 10-11=-5568/3065 BOT CHORD 2-19=-3309/5069, 18-19=-2892/4730, 16-18=-1598/2937, 15-16=-831/2029, 14-15— 1226/2937, 1344=-22M9/4730, 11-13=-2646/5069 WEBS 3-19=7172/298,.4-19=-784/1343, 4-18=-1923/1388, 5-18=-471/849, 5-16=-1198/1004, 6-16=-493/836, 7-15— 537/836, 8-15=-1198/936, 8-14=-402/849, 9-14=-1923/1205, 9-13=-633/1343, 16-13=-172/311 NOTES- 1) Unbalanced roof jive 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Ezterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 16-9-1, Extedor(2R) 16-9-1 to 26-2-15, Interior(1) 26-2-15 to 41-4-0, Exterior(2E) 41-4-0 to 44-4-0 zone; cantilever left and right exposed.; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live.load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . . . . will fit between the bottom chord and any other members. 7) RefEr to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical "connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=995, 11=995. Joaquin Velei PE. No.68182 MiTek USA, Inc. FL.Cert 6634 6904 Parke East Blvd. Tampa FL 3361.0 Date: June 23,2021 A WARNING - Verify designparameters 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 penrianenrbracing 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 BCS1 Building Component 6904 Parke East Blvd. Satety./ntormation available from Truss. Plate, Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type 1 , City Ply 2030 3CAR, BLK T24456953 2718538 A09 HIP 5 1 Job Reference (optional) Builders Firstsource (Plant Ulty, FL), mant ony, 1-L - 33b6/, ts.43u s uun a euz r mi i eK inuusumu, inc. vveu oun co 1 GOU:GL LUL 1 rage 1 ID:7fJs6CAsfAXytW iff?DExXz547D-NEtdB?PASNcE7POEIVpPrh?zpJpeplOBfK3IGOz3P W 3 t1-4-Q 5-10-14 8-8-0 13-10-0 19-0-0 24-0-0 29-2-0 34-4-0 37-1-2 43.0-0 44.4-Q 4- 5.10-14 2-9-2 5-2.0 5-2-0 5-0-0 5-2.0 5-2-0 2-9-2 5-10-14 4- Scale=.1:82.8 5x6 = 5x8 = 6 28 7 6.00 12 4x4 4x4 • g 8 27 29 3x8 3x8 t' 0 5x6 i 4 9 n 5x6 g 10 ST.1.Sx8 STP = ST1.5xB STP = 26 30 co 2 19 18 1716 31 15 14 13 1112 C13 9- 9- 1 0 _ 7x8 4x4 = 4x4 = __ 4x4 = 7x6 Io . 4x8 — 4x8 = 4x12'zz 4x12 % 3.00 12 B-B-O 13-;1 -0 c_n_n 19-0=0 .. c n 24-0.0 c_n_n 29-2-0 34-4.0 — 43-0-0 n u-o_n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip.DOL 1.25 0.85 Vert(LL) 0.67 18 >775 240 MT20 244/190 TCDL . 7.0:.. Lumber DOL 1.25 ITC BC. '0.91 Vert(CT). -0.91 14-15 >565 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.56 11 n/a h/a BCDL 10.0 Code FBC2020/TP12014. Matrix -MS Weight: 275lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD . 'Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x6 SP M 26 *Except` 2-0-0 oc purlins (3-5-5 max.): 6-7. 17-19,13-17: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or4-4-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-18, 5-16, 7-16, 8-15, 9-14 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=312(LC 14) Max Uplift 2=-1002(LC .10),11=71002(LC 11) Max Grav 2=1773(LC 2), 11 =1 775(LC. 2) . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2=3=-5944/3400, 3-4=-5752/3.178, 4-5=-3780/2055, 5-6=-2795/1646, 6-7=-2467/1550, 7-8=-2795/1645, 8-9— 3788/2055, 9-10= 5760/2931, 10-11=-5951/3089 BOT CHORD '2-19=-3270/5438, 18-19=-2807/5042, 16-18=-1685/3342,.15r16= 899/2467, 14-15=-1431/3349, 13-14— 2290/5049, 11-13=-2665/5445 WEBS 3-19=-188/324,4-19= 799/1510, 4-18=-1878/1241, 5-18=-493/1013, 5-16=-1214/913, 6-16=-452/1016, 7-15=-520/1019, 8-15=-1224/849, 8-14=-427/1021, 9-14=-1878/1087, 9-13=662/1510, 10-13=-188/333 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; Cat. II; Exp C; Eno[., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-4-0 to 2-11-10, Interior(1) 2-11-10 to 12-11-0, Exterior(2R) 12-11-0 to 30-1-0, Interior(1) 30-1-0 to 40-0-6, Exterior(2E) 40-0-6 to 44-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for.verifying applied roof live load shown.covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live: loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will }it between.the bottom chord and an.y other members, with BCDL= 10.Opsf. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1002, 11=1002. 9) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. Joaquin Velez PE No..68182 MiTek USA, Inc.. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 6/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or 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. Serety.In/ormation available from Truss Plate In 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ( , Qty Ply 2030 3CAR BILK T24456954 271853E A10 HIP 1 2 Job Reference (optional) Builders Flrst50urce (Plant uty, I-L), Plant Glty, FL - 33b6l, - ti.43U s Jun Z zuvi MI I eK Inouslnes, Inc. vvea Jun Z3 l l:nwzo ZUZI rage I ID:7fJs6CAsfAXytWiff?DExXz547D-rRR?LLQoDgk5lzzQrCKeNvYCWjABYEW It—pJosz3PW2 11.4-Q 5-11-1 9-0.0 14.6-3 21-6.0 28-5-13 34-0.0 37-0-15 , 43-0-0 1-4.0 5-11-1 3-0-15 5.6.3 6-11-13 6-11-13 5-6-3 3-0-15 5-11-1 5x6 = _ 3x4 = 54 6.00 12 4 5 21 6 i 2x4 3 ST1.5x8 STP = m 1 2 14 .13 12 0 5x12 = 5x6 = 3x4 = 3x6 % 3.00 12 3x4 = 5x6 = 722 8 2x4 9 ST1.5x8 STP = 11 10 5x12 = 3x6 ZZZ Scale=1:79.6 880 1827 2499 3440 4300 8-8-0 9-6-7 6.7-1 9-6-7 8-8.0 Plate Offsets (X,Y)-- [2:0-0-10,Edge], 14:0-3-0,0-2-01, [6:0-3-0,0-3-0], [8:0-3-0,0-2-0], [10:0-0-10,Edge], [13:0-2-8,0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud _PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC . 0.60 . Vert(LL) 0.94 12-13 >547 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -1.13 13-14 >458 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.56 10 n/a -n/a BCDL 10.0 Code FBC2020fTP12014 Matrix -MS Weight: 385 lb FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-3 oc bracing: WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=179(LC 14) Max Uplift 10=-956(LC 11), 2=-1028(LC 10) Max-Grav 10=1590(LC.1),-2=1664(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) -or less except when shown. TOP CHORD 2-3=-5343/3243, 3-4=-5164/3071, 4-5=4344/2646, 5-6= 6511/4025, 6-7=-6499/3950, 7-8=4355/2623, 8-9=-5177/3031, 9-10=-5367/3230 BOT CHORD 2-14=-2981/4824, 13-14=-3752/5964, 12-13=-4179%6754, 11-12=-3608/5973, 10.11=-2835/4850 WEBS 3-14=-174/316, 4-14— 1142/2046, 5-14=-1863/1448, 5-13=-394/723, 6-13— 370/480, 6-12=-383/486,,7-12=-381/705, 7-11=-1862/1442; 8-11=-1109/2056, 9=11= 188/339 NOTES- . 1) 2-ply truss to be connected together with 10d. (0.131 "x3") nails as follows: Top chords connected as follows: 2z4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row 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; Vuit=160mph (3-se6ond gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GOpi=0.18; MWFR$ (envelope) gable end zone and C-C Exterior(2E) -1-4-0 to 2-11-10, Exterior(2R) 2-11-10 to 15-1-0,.Interior(1) 15-1-0 to 27-11-0, Exterior(2R) 27-11-0 to 38-8-6, Exterior(2E) 38-8-6 to 43-0-0 zone;C-C for members and forces & MW.FRS for reactions shown; Lumber D(jL=1.60 plate grip DOL=1.60 5) Building Designer/ Project engineer responsible for verifying appliedroof live load shown covers rain loading requirements specific to tite use of this truss component. 6) Provide adequate drainage to prevent water ponding. . 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 4 will fit between -the bottom chord and any other members. Joaquin Velei PE,No.68182 9) Bearing at joint(s) 10, 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Celt 8634 capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing.plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) NliTe US East Blvd. Tampa FL 33.610 10=956, 2=1028. Date: June 23,2021 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 M 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 : ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetylntormation available from Truss, Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL .36610 Job Truss Truss Type City Ply 2030 3CAR BLK T24456955 2718538 A11 S Roof Special 1 1 Job Reference o tional tiuuaers t-irstsource trtant ony, raj, riani cny, rt-- JJoar, 0.4JU S dull a ZUe I ,Vn, UK IIIUUbUlUb, IIIu. vvuu dull ea r I:OD-Lu LUG, rays I I D:7fJs6CAsfAXytW iff?DExXz547D-npZmmi S211_p_t7pzdN6SKdV.OXwP01 ZbLll Ptlz3P W 0 r1 4-9 6.10.6 8-8-0 15-6-12 22-0-8 26-6.8 32 4-0 37-4=12 43-0-0 A4-4-0 1-4-0 6-10.6 1-9-8 6-10.12 6-5-12 6.6-0 5-0.12 1.4-0 Scale=1:83.0 5x6 = 5x8 _ 5x12 = 8 6.00 12 2x4 II 6x8 = 2x4 11 3. 4 5 6 7 4/ 292x4 9 ST1.5x8 STP = ST1.5x8 STP = 27 30 r 17 0o m m 1. 2 20 19 18. 6x8 = 10 IN 0 5x12 = 2x4 I1 11 Io 2x4 II 15 14 13 12 16 3x4 = 3x6 = 3x6 3.00 12 ST1.5x8 STP= 3x6 _ 3x6 11 3x8 = 22-2-0 .. , s-10-e 6-e-o , 1s-6-tz zz-o-0 2N7-9 2e-6-9 3s-s-to , 4&0-o 6-10-e t-9-9 s-1a12 a 8 6-4-9 7-0-2 . 7-16 . 0-1-8 .. . Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-6-0,0-2-8], [5:0-3-12,0-3-0], [17:0-2-4,0-3-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.83. Vert(LL) 0.39 18-19 >694 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.62 Vert(CT) . -0.45 18-19 >589 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 216 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 15=0-4-0, 10=0-8-0 Max Horz 2=184(LC 10) Max Uplift 2=-574(LC 10), 15=-1192(LC 10), 10=-521 (LC.1 1) Max Grav 2=796(LC 21), 15=1812(LC 1), 10=726(LC.1) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1978/13B4, 3-4=-2397/1810, 4-5=-2422/1837, 5-6=-883/1326, 6-7=-851/1319, 7-8=-612/693, 8-9=-908/751, 9-10=-1057/783 BOT CHORD 2-20=-1278/1756, 19-20=-1263/1748, 18-19=-1114/1660, 17-18=-1114/1660, 15-17=-1751/1221, 6-17=408/455, 12-14=-181/507; 1.0-12=-525/915 WEBS 3-19=-664/912, 4-19=-264/357, 5-19=-6451793, 5-18=0/297, 5-17=-3030/2150, 14-17=-296/570, 7-17=-1876/1216, 7-14=-62/265; 8-12=-329/473, 9-12= 298/416 Structural wood sheathing directly applied or 2-10-13 oc puriins. Rigid ceiling directly applied or 5-0-5 oc bracing. Except: 4-2-0 oc bracing: 15-17 1 Row, at midpt 5-17, 7-17 NOTES- 1) Unbalanced. roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-4-0 to 2-11-10; Exterior(2R) 2-11-10 to 11-2-2, Interior(1) 11-2-2 to 28-6-8, Extedor(2R) 28-6-8 to 36-7-10, Interior(1) 36-7-10 to 40-0-6, Exterior(2E) 40-0-6 to 44-4-0 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 20.0psf 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. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=574, 15=1192, 10=521. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Celt 6634 6904,Parke East Blvd. Tampa FL 33610 Date: June 23,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. -Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to 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 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 i oty Ply 2030 3CAR BLK T24456956 2718538 B01 Hip Girder 1 1 Job Reference (optional) tyuimers rlrstoource trianl Uiy, r-L1, rlant LAY, rL - 6,5001, 0.40U J JU11 C GUG I wII I en II IUU UlUb, IIIU. Y UU JUII GJ 1 I.00-0 c 41 rayo I ID:7fJs6CAsfAXytW iff?DExXz547D-FO78_NShW b6gcl i?XLuL?XAh?wB W Ietkayl zPBz3P W? 1-4-0 3-4-15 6-5=6 9.6-10 12-7-1 15-7-8 1-4-0 3-4-15 3-0-7 3-1-4 3.0-7 3.0-7 • 3.80 12 4x8 = 4 18 19 4x6 = 3x6 % 3:00 12 5x6 = 3-9-3 Scale =1:30.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.64 Vert(LL) 0.36 11 >525 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.95 Vert(CT).: -0.35 11 >539 .180. BCLL 0.0 Rep Stress Ivor NO WB 0.22 Horz(CT) -0.18 7 n/a n/a . BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc puriins. BOT CHORD 2x4 SP No.t 'Except' BOT CHORD Rigid ceiling directly applied or 3-10-0 oc bracing. 9-10,7-8: 2x4 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, 7=0-3-8 Max Horz 2=130(LC 27) Max Uplift 2=-804(LC 8), 7=-749(LC 9) Max Grav 2=938(LC 1), 7=884(LC 1) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2434/2184, 3-4=72819/2537, 4-5=-2639/2407, 5-6=-2780/2491, 6-7=-2360/2136 BOT CHORD 2-11=-1988/2170, 10-11=-1986/2179, 9-10=-2356/267818-9— 1873/2129, 7-8=-1871/2116 WEBS 3-1 0=-492/588,.4-1 0=-340/544, 5-9= 297/503, 6-9=-468/554 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; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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 wlil fit between the bottom chord and any other members. 7)' Bearing at joint(s) 2, 7 considers parallel to grain value using ANSIIfPI 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 100 lb uplift at joint(s) except Qt=lb) 2=81t14, 7=749. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 87 lb up at 3.4-15, 162 lb down and 278 lb up at 6-5-6, 69 lb down and 158 lb up at 8-5-1, and 162 lb down and 278 lb up at 9-6-10, and 120 lb down and 184 lb up at 12-7-1 on top chord,. and 15 lb down and 22 lb up at 3-4-15, 111 lb down and 63 lb up at 6-5-9, 55 lb down and 30 lb up at 8-5-1, and 111 lb down and 63 Ito up at 9-6-7, and 15 lb down and 22 lb up at 1277-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard continued on Daae 2 Joaquin Velez PE No.69182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 3361D Date: June 23,2021 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, no4 _ 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type c o Qty Ply 2030 3CAR BILK T24456956 2718538 B01 Hip Girder 1 1 Job Reference (optional) t3unaers t-Irstsource (rlant city, t-L), riant Glty, rL - 3JS6r, - t1.43U s dun z 2uzi mi I eK inausineS, Inc. W eo Jun 2J 7l:oo:2r zuzi rage Z I D:7fJs6CAsfAXytW iff7DExXz547D-kChW BjTJGvEXEBHB42PaYljslKW IU57tocnW xdz3P W_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5=-54, 5-6=-54, 6-7=-54, 11-12=-20, 10-11=-20, 9-10=-20, 8-9=-20, 8-15=-20 Concentrated Loads (lb) Vert: 4=-139(F) 5=-139(F) 6=-6(F) 10=-91(F) 9=-91(F) 19= 69(F) 20— B(F) 21=-43(F) 22=-B(F) ® WARNING - Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before ose, 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 M 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 . 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 t Qty Ply 2030 SCAR BLK T24456957 2718538 B02 Hip 1 1 Job Reference (optional) Cuuaers hlrstSOUrce (rlant Lmy, FL), darn utty, rL - 33bb/, - ts.4JU s Jun Z ZUZI mi I eK InausineS, Inc. vveo Jun Z3 11:bb:Zu ?Uzi rage 1 ID:7fJs6CAsfAXylWiff2DExXz547D-COFuP3Ux1 DMOrKsOelwp4yF_KkzKDZgi i FW4S4z3PVz 1-4-0 6-10-5 7-7-5 , 8-4-11 ,9-1-11 , 15-7-8 1-4.0 6-10-5 0-9-0 0-9-6 0-9-0 6-5-13 3.80[12 Scale: 3/8'.'=1' 4x4 — 4x4 = 4x8 4 20 5 6 5x6 r I 3x4 % . 5x6 Q 6 10 5 8-0-0 I9-1-11 I 15-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc.) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL .1.25 TC 0.85 Vert(LL) 0.11 10-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT). -0.13 10-17 >999 .180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.08 7 n/a n/a BCDL, 10.0 Code FBC2020/TPl2014. Matrix -MS Weight: 70 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-5 oc bracing. WEBS 2k4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 7=0-3-8, 2=0-8-6 Max.Horz 2=156(LC 1.0) Max Uplift 7=-315(LC 11), 2=-399(LC 10) Max Grav 7=573(LC 1), 2=648(LC 1) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or Jess except when shown. TOP CHORD 2-3=-1425/1419, 3-4=-1299/1548;4-5=-1146/1311,.5-6=-1237/1533, 6-7=-1353/1429' BOT CHORD 2-10=-1119/1255, 9-10=-931/1122, 8-9=-928/1118, 7-8 111.6/1199 WEBS 3-1 0=-1 35/411, 4-10=-485/369, 5-9=-174/268, 5-8=-462/264, 6-8=-76/325 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2E) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 2-7-6, Exterior(2R) 2-7-6 to 12-5-12, Extedor(2E)'12-5-12 to 15-5-12 zone;C-C for members and forces & MWFRS for reactions shown; LumberDOL=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) 7, 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=315,2=399. Joaquin Velez PE: No.66182 MiTek USA, Inc. FL Cart 6634 6904, Parke East Blvd. Tampa FL 336.10 Date: June 23,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MITeke connectors. This design is based only upon parameters shown; and is for an individual building oomponerif, 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 M 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 ANS117PII 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 ( I Oty Ply 2030 3CAR BLIK T24456958 271853E B03 SCISSORS 2 1 Job Reference (optional) tiuncers t-Irstbource Imam otry, t-Lj, mant Lary, rL - �Mbts/, 00 B-0-0 C.4.3U s dun Z ZUZ r MI I eK Inausines, Ina. vveu UUn zo r r:Db:z`.j zuz r rage 1 ID:7fJs6CAsfAXytW iff7D ExXz547D-gboHcPVZoW U ETU RaCTR2dAo9hBHByjAGvGd7 W z3PVy 15-7-8 7-7-8 5x6 = 3 4x4 4x4 a 8-0.0 8-0.0 Scale: 30=1' 0 0 In 9 0 LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.87 Vert(LL) 0.23 5-8 >799 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC, 0.'63 Vert(CT) . -0.26 5-8 >726 186 BCLL 0.0 ' Rep Stress Incr YES WB ' 0.28 Horz(CT) 0.05 4 n/a h/a BCDL 10.0 CodeFBC20201I-PI2014, Matrix -MS Weight: 57lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-3 oc bracing. WEBS 2z4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-3-8 Max.Horz 2=171(LC 1,0) Max Uplift 2=-409(LC 10), 4=-329(LC 11) Max Grav 2=653(LC 1), 4=575(LC 1) FORCES. (lb) -Max. Comp./Max. Ten..- All forces 250 (lb) or Jess except when shown. TOP CHORD 2-3=-1347/1107, 3-4=-1326/11.17 BOT CHORD 2-5=-852/1179, 4-5=-853/1178 WEBS 3-5=-421/738 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-16;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 5-0-0, Exterior(2R) 5-0-0 to 11-0-0, Interior(1) 11-0-0 to 12-7-8, Exterior(2E) 12-7-8 to 15-7-8 zone; cantilever left:and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 4 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) 2=409, 4=329. Joaquin VeleiPE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3.3610 Date: June 23,2021 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify.the applicabili_ry 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 permanentbracing MiTek" Is always. required for stability and to prevent collapse with possible personal injury and property damage. For general. guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPll Quality Criteria, QSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe ty.Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type f Qty Ply 2030 3CAR ELK T24456959 271853E C1 JACK -OPEN 4 1 Job Reference (optional) buiiaers t-IrstSource tviant Gny, I-L), Hlant Glty, I -I_ - UUbb f, u.43u s dun z zuzl mi i eK inousmes, inc. vveu dun za i i mu:za zuz i raye i ID:7fJs6CAsfAXytW iff?D ExXz547D-gboHcPVZoW UETURaCTR2dAoJk8QLy26AGvGd? W z3PVy -1-4-0 0-11-4 -- - 1-4.0 0-11-4 Scale = 1:7.6 1 LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (lop) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip, DOL . 1.25 TC 0.23 Vert(LL) -0.00 5 >999 240 MT26 244/190 TCDL 7.0 Lumber DOL 1.25 BC. 0.04 Vert(CT) . -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a -n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 6lb 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=73(LC 10) Max Uplift 3=-3(LC 1), 2=-148(LC 10), 4=-15(LC 1) Max Grav 3=14(LC 6), 2=158(LC 1), 4=32(LC 14) 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; Cat. II; Exp'C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; end vertical left exposed;C=C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this 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) 3, 4 except at=lb) 2=148. Joaquin Velez PE 146.63182 MiTek USA, Inc. FL Ceit 6634 6904. Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING - Verify design parameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This desidri Is based only upon parameters shown; andis for an Individual building component, not a truss system. Before use, the building designer must verify.the applicability of design parameters and properly Incorporate this design into the overall building.design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injuryend 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 1 Qty Ply 2030 3CAR BLK T24456960 2718538 C1A JACK -OPEN 2 1 Job Reference (optional) Builders FlrstSource (rlant city, I-L), mant Glty, FL - 33b6/, B.43U S Jun 2 zuzi MI I eK Indusmes, Inc. Wed Jun Z3 1 T:bb:3U ZUZI rage 1 I D:7fJs6CAsfAXytW iff7DExXz547D-8nMfpkW BZgc55e7mmAyH9NLUTYmahUMKUZ7AXyz3PVx .1-4-0 0-11-4 1-4-0 0-11-4 Scale =1:7.6 co 17 d, 0 N u) 0 Plate Offsets (X Y)-- [2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)' Well Lid PLATES GRIP TCLL . 20.0 Plate Grip. DOL 1.25 TC 0.23 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) '-0.00 5 >999 .186.. BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-3(LC 1), 2=-148(LC 10),'4=-15(LC 1) Max Grav 3=14(LC 6), 2=158(LC 1), 4=32(LC 14) 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; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable.end zone 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=1.66 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 20.0psf 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. 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) 3, 4 except at=lb) 2=148. Joaquin Velei PE: N6.66182 MiTek USA, Inc. FL Celt 6634 6904. Parke East Blvd. Tampa FL 33..010 Date: June 23,2021 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 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 ANSIM11 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 a City Ply 2030 3CAR BLK T24456961 271853E C1V JACK -OPEN 2 1 Job Reference (optional) tiunoers t-Irstsource Imam L ny, rLj, ream cny, I-L - 4JOb7, ts.aju s ,Iun z 2uc1 m1 I eK Inausmes, Inc. vvea Jun zs l l :oa:J i zurt rage I ID:7fJs6CAsfAXytW iff?DExXz547D-czw114W pKBlyioazJuU W ibtfDx6rQxcTjj Dlk3Pz3PVw -1-4.0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 a Plate Offsets (X,Y)-- [2:0-0-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL . 20.0 Plate Grip.DOL 1.25 TC 0.23 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0: Lumber DOL . 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a . n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MP - Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-114 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD . Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-4(LC 11), 2=-135(LC 10), 4=-14(LC 1) Max Grav 3=12(LC 6), 2=158(LC 1), 4=25(LC 14) 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; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone 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 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 100 lb uplift at joint(s) 3, 4 except 0t=1b) 2=135. V Joaquin Velez PE Nd.68182 MiTek USA, Inc. FL.Ceit 6634 6904: Parke East Blvd. Tampa FL 33610 Date: June 23,2021 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 6/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, andis for an Individual building component, not a truss system. Before use, the building designer must verifythe applicability of design parameters and property Incorporate this design into the overall building.design. Bracing indicated is to prevent buckling of individual truss web and/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 ANS11TPI1 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 ! r Qty Ply 2030 3CAR ELK T24456962 2718538 C3 JACK -OPEN 4 1 Job Reference (optional) tauucers rlrsiaource trlant L111y, rLj, rianc LIny, rL - aaoor, 0.9Ju 5 Jul 1 L due I lvll 1 UK 111uubUlub, 111G. vv Uu dull 40 1 1.0-04 cue r raya 1 ID:7fJs6CAsfAXytW iff?D ExXz547D-4AUPEQXS5RtpKy99tb?IFoQgzLRw9OsdytUHbrz3PVv -1-4.0 2-11-4 r 1.4.0 2-11-4 m m N 0 Scale=.1:12.7 2-11-4 2-11-4 Plate Offsets (X,Y)-- [2:0-4-4,0-0-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.23 Vert(LL) -0.01. 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC: ' 0.11 Vert(CT) -0.01 4-7 >999 186 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER - TOP CHORD .2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD . Structural wood sheathing directly applied or 2-11-4 oc purlins. 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=142(LC 10) Max Uplift 3=-81(LC 10), 2=-139(LC 10), 4=-1(LC 10) Max Grav 3=59(LC 1), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(H) 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 jive load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Ot=lb) 2=139. Joaquin Velez PE No.68182 MiTek USA, Inc. FL cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING -Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is, based only upon parameters shown, andis.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 M 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 . ANSlITP11 Quality Criteria; DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Salety./nlormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type r Qty Ply 2030 3CAR BILK . T24456963 2718538 C3A JACK -OPEN 2 1 Job Reference (optional) ttullaers rlrstSource (Nlant L:Ity, f-L), I lant city, N-- 33b67, -1-4-0 8.43U s dun 2 2Uz1 MI I eK InaustneS, Inc. wea dun 23 I I:bb:32 ZU21 rage 1 ID:7fJs6CAsfAXytW iff?D ExXz547D-4AU PEQXS5RtpKy99tb?I FoQgzLQi9OsdytUHbrz3PVv 2-11-4 Scale = 1:12.7 2-11-4 2-11-4 Plate Offsets (X,Y)-- [2:0-0-8,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 0.23 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL. 1.25 BC.: OA9 Vert(CT), -0.01 4-7 >999 186 BCLL 0.0 ' Rep Stress Incr. YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 12lb FT=20% 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=142(LC 10) Max Uplift 3=-81(LC 10), 2= 139(LC 10), 4=-36(LC 7) Max Grav 3=59(LC 1), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-11-4 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; Cat: II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable.end zone and C-C Extedor(2E) zone; porch left exposed;C-Cfor 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 fitbetweenahe 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) 3, 4 except Gt=lb) 2=139. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING - Verify design parameters and READ NOTES ON.THIS AND INCLUDED full TEK 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 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 in)ury 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. Sarety.inrormation available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 ' - Job Truss Truss Type ! (sty Ply 2030 3CAR BLK T24456964 2718538 C3V JACK -OPEN 2 1 Job Reference (optional) timaers rlrsmource trtam uny, t-L), riani idly, rL - JJDb/, 1-4-0 1 C.4Ju S Jun L LVL-r rvu 1 arc uiuubuleJ, ulu. vveu Jull eo 1 1:00:00 eu41 raga 1 I D:7fJs6CAsfAXytW iff?DExXz547D-YM2nSMY4s1?gy6kLRJ W _nOz?jlm7ur5mBXEr8Hz3PVu 2-11-4 V (b O Scale=1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC: 0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-86(LC 10), 2=-131(LC 10), 4=-4(LC 10) Max Grav 3=60(LC 1), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2E) zone;C-C for members and forces & MW FRS for reactions . shown; Lumber DOL=1.60 plate grip DOL=1.80 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 ANSIfFPI 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) 3, 4 except 0t=1b) 2=131. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 ® 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 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 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 I Oty Ply 2030 3CAR BLK T24456965 2718538 C5 JACK -OPEN 4 1 Job Reference (optional) t3unaers mrstbource trlam tiny, t-L), rlam tray, rL - 66blot, ti.4:fU s JUn z zu?i mi I eK InauSIDeS, Inc. vveo jun zo l i:oo:;J4 zu4i rage l ID:7fJs6CAsfAXytWiff?DExXz547D-OYc9f67id37XZFJX?01 DKDV5v912dlLvPBzOgjz3PVt 1-4.0 4-11-4 1-4.0 4-11-4 co 0 Scale =1:17.6 '3x4 = 4 11-4 4-11-4 Plate Offsets (X,Y)-- [2:0-1-4,0-0-2) LOADING (psf) SPACING- 2-0-0 . CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.06 4-7 >908 . 186 BCLL 0.0 ' Rep Stress Incr YES WB 0.00. Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=213(LC 10) Max Uplift 3=-153(LC 10), 2=-165(LC 10), 4=-7(LC 10) Max Grav 3=112(LC 1), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone 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 fitbetween.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) 4 except (jt=lb) 3=153, 2=165. Joaquin Velez PE No.68182 Mi rok USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 3,3610 Date: June 23,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only, upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . M� ek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety./ntormation available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610' Job Truss Truss Type Catty Ply 2030 3CAR BLK T24456966 2718538 C5A JACK -OPEN 2 1. Job Reference (optional) tyuuaers rlrsi6ource trianl u1y, rt-j, rlani t'ny, rL - aJaor, 1 o.,*ju A' Jun a eue I IVII I etc nIUUSUlUb, I11G. vvuu JUII CJ 1 1:00:00 GVG 1 rayu 1 ID:7fJs6CAsfAXytWiff?DExXz547D-VkAYtSZKOMFOBPukYkYSsR2D8ZIzMlb3erjxCAz3PVs 4-11 4 4-11-4 02 of N Scale=1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.16 4-7 >359 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.15 4-7 >396 180 BCLL 0.0 ! Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 18 lb FT = 20%, . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=213(LC 10) Max Uplift 3=-153(LC 10), 2=-165(LC 10), 4=-66(LC 7) Max Grav 3=112(LC 1), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Teri. - 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; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable.end zone and C-C Exterior(2E) zone; porch left exposed;C-C.for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live: load of'20.0psf 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. 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) 4 except (jt=lb) 3=153, 2=165. Joaquin Velez PE. No.68182 MiTek USA, Inc. FL Ceit 6634 6904,Parke East Blvd. Tampa FL 33.610 Date: June 23,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only, upon parameters shown; and is for an Individual building component, not a truss system. Before use, the building designer must vedfythe applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. Tampa, FL 36610 ' Job Truss Truss Type a Oty Ply 2030 3CAR BLK T24456967 2718538 C5V JACK -OPEN 2 1 Job Reference (optional) bunaerS t-Irsibource Imam Gay, r-L), mans L:ny, VI- - 000br, 1 :lX4 b.4ou s Jun Z ZUZ-I IwI I eK Inaustnes, Inc. vveu dun ZO I I:bb:Jb ZVZ I rage I ID:7fJs6CAsfAXytW iff9D ExXz547D-VkAYtSZKOM FOBPukYkYSsR2G1 ZNZMlb3erjxCAz3PVs 4-11-4 4-11-4 Scale=1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL . 20.0 Plate Grip, DOL 1.25 TIC 0.56 Vert(LL) 0.06 4-7 >925 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT): -0.07 4-7 >875 180 BCLL 0.0 Rep Stress Incr ' YES WE 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=213(1_C 10) Max Uplift 3=-159(LC 10), 2=-158(LC 10), 4=-9(LC 10) Max Grav 3=113(LC 1),2=262(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Teri. -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; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2E) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a.rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=159, 2=158. Joaquin Velez PE: N6.68182 MiTek USA, Inc. FL Ceit 6634 6904, Parke East Blvd. Tampa FL 336.10 Date: June 23,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design.into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety.lnforma6on available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type • Qty Ply 2030 3CAR BLK T2445696B 2718538 CV2 Jack -Open 2 1 Job Reference (optional) Builders htfstsource (Plant city, f-L), Plant LAty, rL - 33b6/, 1:5.4JU S Jun z zuzl mi I eK industries, Inc. wea Jun zJ 1 1:=Jio zuzl rage 1 ID:7fJs6CAsfAXytW iff7DExXz547D-zxkw4oay9gNFpZTw6R3hPeaWyypu5CrCtVSVkcz3PVr .1.4.0 1-7-5 1-4-0 1-7-5 Scale = 1:9.3 0 6 N W O I� N O I Plate Offsets (X,Y)-- [2:0-0-15,Edge) LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip. DOL 1.25 TC 0.23 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-5 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=97(LC 10) Max Uplift'3=-36(LC 10), 2=-123(LC 10) Max Grav 3=22(LC 1), 2=161(LC 1), 4=24(LC 3) FORCES. (lb) - Max. Comp./Max. Teri. - All forces 250 (lb) or less except when shown.. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (37second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone 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 ANSlfFPI 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 joints) 3 except Qt=lb) 2=123. Joaquin Velez PE: No.66162 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 & WARNING -Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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,.nct . , 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 ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety.lntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 2030 3CAR ELK T24456969 2718538 CV4 Jack -Open 2 1 Job Reference (optional) Hullers FIrstbource (Nlant Glty, rL), viant Glty, t-L - dUb6/, 6.4ou s Jun z zuzl MI i eK In ustnes, inc. vvec dun zo i t Ab::7i zuz i rage i ID:7fJs6CAsfAXytW iff?DExXz547D-.R7HIH8baw_V6Qj26g8awys7fzM7Cgf5M59C2H2z3PVq 1-5-11 3-8-4 1-5-11 3-8-4 Scale = 1:13.5 1 Plate Offsets (X,Y)-- [2:0-1-11,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 0.34 . Vert(LL) -0.01 47 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a nta BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-4 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=155(LC 10) Max Uplift 3=-105(LC 10), 2=-158(LC 10), 4=-5(LC 10) Max Grav 3=78(LC 1), 2=230(LC 1), 4=63(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; Cat. II; Exp C; Encl., GCpi=0.1.8; MWFRS (envelope) gable end zone and C-C Comer(3)-1-5-11.to 2-9-3, Exterior(2R) 2-9-3 to 3-7-8 zone;C-C for members and.forces & MWFRS for reado'ns 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) 4 except at=lb) 3=105, 2=158. Joaquin Velez PE. 146.68182 MiTek USA, Inc. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33.610 Date: June 23,2021 A WARNING - Verity designparameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component,:not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only: -Additional temporary and permanent bracing 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-B9 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 2030 3CAR BLK T24456970 2718538 CV6 Jack -Open 2 1 Job Reference (optional) fsuuaers 1-Irstaource trlam t ny, rLj, rtant uty, rL - ddbbf, I a.4au s uun z zucl MI I eK Inoustnes, Inc. vvea .run za I I :aa:JO zuz i rage i ID:7fJs6CAsfAXytW iff7DExXz547D-vJrgVUcChHdz2tdJEs69U3gmimOsZ6LVKpxbpVz3PVp -1-4-0 5-0-11 1.4-0 5-0-11 Scale = 1:17.9 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lop) Udefl L/d PLATES GRIP TOLL 20.0 Plate Grip, DOL 1.25 TC 0.60 Vert(LL) 0.07 4-7 >857 240 MT20 244/190 TCDL 7.0:. Lumber DOL 1.25 BC 6.46 Vert(CT) ' -0.07 . 4-7 >819 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a h/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-11 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3"—Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=218(LC 10) Max Uplift 3=-163(LC 10), 2=-160(LC 10), 4=-9(LC 10) Max Grav 3=116(LC 1), 2=266(LC.1), 4=89(LC 3) FORCES. (lb) -Max. Comp./Max. Teri. -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; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable.end. zone 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) Bearing at joint(s) 2 considers parallel to grain value using ANSUfPI 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) 4 except Qt=lb) 3=163, 2=160. Joaquin Velez PE. N6.88182 MiTek USA, Inc. FL Ceit 6634 6904: Parke East Blvd. Tampa FL 33610 Date: June 23,2021 & 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 MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 ANSIMP11 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ' ' Tampa, FL 36610 Job Truss Truss Type t city Ply 2030 3CAR BLK T24456971 2718538 CV7 Jack -Open 2 1 Job Reference (optional) buncierS mrsibource kmant Gny, M), rtant Gny, rL - Jdbb/, t1.4JU s dun a zuz i mi i eK inuusines, inc. vveu Jun ea r i:oo:ay eue r raye i ID:7fJs6CAsfAXytW iff?DExXz547D-NW P2iperSblgg1 BVnZdO1 HC?TAoVIZafZTh9Lxz3PVo 1-5-11 3-9-15 1-5-11 3-9-15. a v 9 m 9 .60 to Scale=1:13.8 i Plate Offsets (X,Y)-- [2:0-1-11,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL . 7.0: Lumber DOL 1.25 BC: 0.18 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 15 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD .. Structural wood sheathing directly applied or 3-9-15 oc purlins. 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=160(LC 10) Max Uplift 3=-109(LC 10), 2=-160(LC 10), 4=-5(LC 10) Max Grav 3=82(LC 1), 2=235(LC 1), 4=65(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; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3)-1=5-11 to 2-9-3, Exterior(2R) 2-9-3 to 3-9-3 zone;C-C for members and'forces & MWFRS for reactions shown; Lumber DOL=.1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom *chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=109, 2=160. Y Joaquin Velei PE. No.68182 MiTek USA, Inc. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING - Verify designparameters 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® bonnectors. 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 perrnanentbracing 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 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 k ' Qty Ply 2030 3CAR BLK T24456972 2718538 D01 HIP GIRDER 1 1 Job Reference (optional) bunaers mrstbource (mant Lary, t-L), mam L:Ry, M - J3bb/, b.4JV 5 Jun a ZUe 1 IV111 eK InuU51rleS, Inc. VVeV dun ZJ I I:OD:41 ZVZ 1 rdye 1 I D:7fJs6CAsfAXytW iff?D ExXz547D-JuXp7Ve5zC?YvKLuv_fs6i I DOzK4mP6xOnAGQpz3PVm 1-4-0 3-9-4 7-0.0 10-4-0 13-8.0 i6-10-12 20-8-0 22-0-0 , _0 3-9.4 3-2-12 3-4.0 3-4-0 3-2-12 3-9.4 1-4-0 Scale =1:38.1 E11-ja 3 17 3x4 = 46 — 4 18 5 . 4x4 3x4 = 4x6 - 3x4 = 4x4 = 3-9-4 7-0.0 10-4-0 13-8-0 16-10-12 20-6-0 3-9.4 3-2-12 3-4.0 3.4-0 3.2-12 3.9-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 :Vert(LL) 0.25 8-10" >975 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.28 8-10 >888 180 BCLL 0.0 ' Rep Stres i Incr NO W B 0.32 Horz(CT) -0.07 6 n/a n/a BCDL . 10.0 Code FBC2020fTP12014 Matrix -MS Weight: 92lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=128(LC 12) Max Uplift 2=-1277(LC 8),.6=-1277(LC 9) Max Grav 2=1 624(LC'1), 6=1624(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2991/2315, 3-4=-2634/2184, 4-5=-2634/2185, 5-6=-2991/2315 BOT CHORD 2-10=-2006/2602, 8-10=-2206/2822, 6-8=-1916/2602 ' WEBS 3-10=-479/836, 4-10=-364/444, 4-8=-364/444, 5-8=-479/836 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-0-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone;•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 Qt=lb) 2L-1277, 6=1277. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 401 lb tip at 7-0-0, 112 lb down and 199 lb up at 9-0-12, 112 lb down and 184 lb up at 10-4-0,, and 112 lb down and 199 lb up at 11-7-4, and 242 lb down and 401 lb up at 13-8-0 on top chord, and 329 lb down and 225 lb up at 7-0-0, 84 lb down and 28 lb up at 9-0-12, 84 lb down and 28 lb up at 10-4-0, and 84 lb down and 28 lb up at 11-7-4, and 329 lb down and 225 lb up at 13-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 11-14=-20 Concentrated Loads (lb) Vert:3=-195(F) 5=-195(F) 10=-329(F) 4=-112(F) 8=7329(F) 17=-1 12(F) 18=-1 12(F) 19=-63(F) 20=-63(F) 21=-63(F) Joaquin Velez PE, No.66162 MiTek USA, Inc. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING -Verity designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-7473 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 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&TPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Salety information available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ' City Ply 2030 3CAR BLK T24456973 2718538 D02 HIP 1 1 Job Reference (optional) rsunaers virslJource trlanl u1y, M), rlant u1y, rL - 0,500/, 0.413V b Jul] 4 4ve I IVII I M Illuublllub, [flu. vveu Jul] co 1 1:00:44 LUG I rays I ID:7fJs6CAsfAXytW iff7DExXz547D-n55BLIkW 70XUw4TiA5fvgTgNi4Vu85FRvpyGz3PVl 1-4-0 6-3-6 9.0-0 11-8-0 14-4-10 20.8-0 1-4-0 6-3-6 2-8-10 2-8-0 2-8-10 6-3-6 3 1 44 = 4 4x8 = 19 5 7 Scale = 1:38.4 44 = 3x8 = 4x4 = .3x4 = 4x4 = 9-0.0 11-8-0 9-0-0 2-8-0 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.46 Vert(LL) -0.16 8-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.84 8-13 >722 186 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix -MS Weight: 99 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 7=0-8-0, 2=0-8-0 Max Horz 2=179(LC 14) Max Uplift 7=-447(LC 11), 2=-521(LC 10) Max Grav 7=762(LC 1),2=839(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1241/877, 3-4=-1031/788, 4-5=-877/740; 5-6=-1034/805, 6-7=-1248/905 BOT CHORD 2-10=-653/1075, 8-10=-433/879, 7-8=-689/1084 WEBS 3-10=-305/391, 4-10=-207/345, 5-8=-271/369, 6-8=-315/404 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; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2E) -1-4-0 to 1-8-0, Interior(1).1-8; 0 to 4-9-1, Exterior(2R) 4-9-1 to 15-10-15, Interior(1) 15-10-15 to 17-8-0; Exterior(2E) 17-8-0 to 20-8-0 zone;C-C for members and forces.& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 31 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide vfill 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) 7=447,2=521. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Uit 6634 6904.Parke East Blvd. Tampa FL 3316.10. Date: June 23,2021 A WARNING - Verify designparameters 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; andls for an Individual building cornponerif,:not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design;into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing. of trusses and truss systems, see . ANSI/7pl1 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 4 Oty Ply 2030 3CAR BLK T24456974 2718538 D03 Hip Girder 1 2 Job Reference (optional) tiullcers rtrst5ource tenant Gny, rL), riani lacy, rL - d3bbf, C.4Ju s Jun z zuzi mi I eK Inausines, Inc. vveo dun ZA 11;00;44 Zuzi rage 1 ID:7fJs6CAsfAXytW iff?D ExXz547D-kTCldXgzG7N6mo4Sa6CZkKwnuBRUzjSOilOwl8z3PVj 5-1-5 9-9-0 10-11-0 15.6-11 20-8-0 5-1-5 4.7-12 1-2-0 4-7-12 5.1-5 1 3x10 = ST1.5x8 STP = LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 4x4 = 4x4 = 3 15 4 4x4 = 7x8 3x10 11 SPACING- 2-0-6 CSI. DEFL. in (loc) Udefl Ud Plate Grip.DOL 1.25 TIC 0.62 Vert(LL) 0.21 9-10 >999 240 Lumber DOL : 1.25 BC 0.45 Vert(CT) '-0.24 . 9-10 >999 180 Rep Stress Incir NO WB 0.47 Horz(CT) 0.06 6 n/a n/a Code FBC2020/TP12014 Matrix -MS REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=150(LC 8) Max Uplift 1=-2717(LC 8),:6=-2813(LC 9) Max Grav 1=4390(LC 1), 6=4640(LC 1) BRACING- TOPCHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8804/5379, 2-3— 5844/3552, 3-4=-5241/3255, 4-5=-5928/3602, 5-6=-8540/5162 BOT CHORD 1-10=-4865l7855, 9-10=-4865/7855, 8-9=-3057/5241, 7-8=-452417626, 6-7=-452417626 WEBS .2-10=-1466/2465, 2-9=-3055/2088, 3-9=-1525/2461, 4-8=-1537/2482, 5-8=-2733/.1836, 5-7=-1243/2174 Scale=1:37.7 ST1.5x8 STP = 3x10 = PLATES GRIP MT20 244/190 Weight: 235 lb FT = 20% Structural wood sheathing directly applied or 3-8=13 oc puriins. Rigid ceiling directly applied or 9-7-8 oc bracing. . 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 jive 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber . DOL=1.60 plate grip DOLmi.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) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other jive loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=2717, 6=2813. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)'631lb down and 462 lb up at 2-4-12, 755 lb down and 472 lb up at 4-4-12, 755 lb down and 472 lb up at 5-3-4, 755 lb down and 472 lb up at 7-3-4, 767 lb down and 477 lb up at 9-3-4, 767 lb down and 477 lb up at 11-3-4, 767 lb down and 477 lb up at 13-3-4, 767 lb down and 477 lb up at 15-3-4, and 767 lb down and 477 lb up at 17-3.4, and 767 lb down and 477 lb up at 19-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. N 6 m to Joaquin Velai PE No.66162 MiTek USA, Inc. FL Cart 6634 6904:Parke East Blvd. Tampa FL 31610 Date: June 23,2021 t6A QQA.61E 02indard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verifythe applicability of design parameters and properly Incorporate this design into the overall building.design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always; required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing, of trusses and truss systems, see : ANSI?PII Quality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss,Platelnstitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply 2030 3CAR BLK T24456974 2718538 D03 Hip. Girder 1 2 Job Reference (optional) uullUers mrstbource (mant l:Ity, t-L), mans lacy, t-L - JJbbf, C.4JU S JUII Z ZUe I Ivu I eR IIIUUSllleb, [flu. vveu 0u1I cJ I I .Uo-yv — I rays a ID:7fJs6CAsfAXytW iff7D ExXz547D-kTCldXgzG7N6mo4Sa6CZkKwnuBRU4SOilOwl8z3PVj LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 1-6= 20 Concentrated Loads (lb) Vert: 1 0=-755(F) 7=-767(F) 16=-631(F) 17=-755(F) 18=-755(F) 19=-767(F) 20=-767(F) 21'=-767(F) 22=-767(F) 23=-767(F) 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; andis 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 ANS11TP/t Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety.lnformation available from Truss. PlateInstitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ' Oty Ply 2030 3CAR BLK T24456975 2718538 E7 JACK -OPEN 5 1 Job Reference (optional) tiU1laers mrstbource tviant any, t-L), rlant ally, rL - Jdbbf, n.4du s Jun Z ZUZI MI I eK InausineS, Inc. vvea dun Zd 11 :bb:4b zuz i rage 1 ID:7fJs6CAsfAXytWiff7DExXz547D-CgmKzthb1 RVzOyffBgkoGYSuJbjoiH4XxPBTZbz3PVi .1-4-0 7-0-0 ' 1.4.0 7-0-0 1� 8 4x4 Scale=1:22.6 7-0-0 7-0.0 Plate Offsets (X,Y)-- [2:0-1-4,Edgej LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip, DOL 1.25 TC 0.89 Vert(LL) . 0.20 4-7 >410 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.23 4-7 >368 180. BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) '-0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix -MS Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2=0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-5 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=276(LC 10) Max Uplift3=-205(LC 10), 2=-201(LC 10), 4=-8(LC 10) Max Grav 3=166(LC 1), 2=336(LC 1), 4=124(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; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable.end zone and C-C Exterior(2E) =1-4-0 to, 1-8-0, Interior(1) 1-8-0 to 2-8-5, EMerior(2R) 2-8-5 to 6-11-4 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) 4 except at=lb) 3=205, 2=201. - u Joaquin Velez PE. No.68182 MiTek USA, Inc. FL;Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 ® 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; ind 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.inlo 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 ParkerEast Blvd. Satety.lntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ' City Ply 2030 3CAR BLK T24456976 2718538 E7A JACK -OPEN 5 1 Jab Reference (optional) bunaerS rIrsmource trlam L ny, M), riam Gliy, rL - JJbD7, m4:7U s Jun Z ZUZI mi I eK Inouslries, Inc. vveo Jun ZJ i i:OD:4o Zue i rage i ID:7fJs6CAsfAXytW iff?D ExXz547D-gsKiADi Eoldq?5EdXF1 pl?42_i JRkJgA3tl 51 z3PVh -1-4.0' 3-9-10 7-0-0 1-4-0 3-9.10 3-2-6 1 ano i ST1.UB STP= 7-0-0 7-0-0 m m � Scale: 1/2"=1' Plate Offsets (X,Y)-- (2:0-2-14,0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TIC0.83 Vert(LL) 0.22 4-6 >371 240 MT20' 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.20 4-6 >413 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020frPI2014 Matrix -MS Weight: 30 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or5-7-8 oc bracing. . Max Horz 2=276(LC 10) Max Uplift 3=-181(LC 10), 2=-204(LC 7), 4=-114(LC 7) Max Grav 3=143(LC 1),2=336(LC 1), 4=140(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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2E) =1-4-0 to 1-8-0, Interior(1).1-8-0 to 2-8-5, Exterior(2R) 2-8=5 to 6-11-4 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2), Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this 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 at=lb) 3=18112=204, 4=114. a Joaquin Velez PE.No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 Q 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, andis for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required for stability and to prevent collapse with possible personal injgry and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely./n/ormation available from Truss Plate, Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ' Oty Ply 2030 3CAR BLK T24456977 2718538 E7V JACK -OPEN 11 1 Job Reference (optional) t3uilaers FlrslSOUrce (Plant Gny, t-L), h'tant l:ny, I-L - 33bb I, tl.4Ju s dun z zuzl mi I eK inausines, Inc. 1Nea dun z3 1l:ob:4b euzl rage 1 ID:7fJs6CAsfAXytW iff?D ExXz547DrgsKiADi Eoldq?5EdXF1 pl?2E_1 ARkJgA3tl 51 z3PVh 140 700 1-4.0 7-0-0 12 1 3x4 Plate Offsets (X,Y)-- [2:0-1-15,Edge Scale=1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.95 Vert(LL) 0.22 4-7 >380 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT). -0.93 4-7 >356 186 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=M.echanical, 2=0-8-0, 4=Mechanical Max Horz 2=276(LC 10) Max Uplift 3=-21 O(LC 10), 2=-194(LC 10), 4=-9(LC 10) Max Grav 3=167(LC 1), 2=336(LC 1), 4=124(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; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2E) =1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-8-5, Exterior(2R) 2-8-5.to 6-11-4 zone;C-C for members and forces & MWFRS for reactionsshown; 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) 4 except at=lb) 3=210, 2=194: Joaquin Velai PE 146.68182. MiTek USA, Inc. FL A 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 © 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 MiTeke connectors. This design is based only upon parameters shown; and is for an Individual building component, not a truss system. Before use, the building designer must verifythe applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/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 .. ANSI/Tplf 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 2030 3CAR BLK T24456978 2718538 EV6 Jack -Open 1 1 Job Reference (optional) t3utiaers rlrsibource triani Lary, M), riani Ldiy, rL - 13001, 0AJU s Jun c LUL I IVII I UK II IUUSUICS, II IU. VVUU JUI I LJ 1 1-- 1 - 1 —9. 1 ID:7fJs6CAsfAXytWiff?DExXz547D-82u4OYjsZ2mhdFpl FFmGLzYH60R?ABZgPjdadTz3PVg -1-4-0 5.4-0 1-4-0 0 3x4 Scale=1:18.6 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL .20.0 Plate'Grip,DOL 1.25 TC 0.68 Vert(LL) 0.09 4-7 >727 240 MT20 244/190 TCDL 7.0: Lumber DOL 1.25 BC 0.53 Vert(CT) -0.09 . 4-7 >706 186 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 20 lb FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD . Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4--Mechanical Max Horz 2=227(1_C 10) Max Uplift 3=-173(LC 10), 2= 164(LC 10), 4=-1 O(LC 10) Max Grav 3=123(LC 1), 2=276(LC 1), 4=95(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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable.end zone 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) 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) 4 except at=lb) 3=173, 2=164. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 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 c6mponent,.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 ANSPIP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type ' Qty Ply 2030 3CAR BLK T24456979 2718538 G01 Common Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Plant Gity, I-L), I'lant city, FL - 33567, 1-4-0 10-8.0 6.43U 5 Jun 2 2UZ1 mi I eK Industries, Inc. wed Jun 23 11:55:48 2U21 Page 1 ID:7fJs6CAsfAXytWiff?DExXz547D-4ROgpEk65gOPsZyQNgdkROdk4CFye327sl6hiMz3PVe 21-4-0 Scale=1:39.7 4x4 = 8 Vxo — 24 23 22 21 20 19 18 17 16 �"O — 5x6 — 5Im 21-4-0 21-4-0 Plate Offsets (X,Y)-- [2:0-4-0,0-2-11, [14:0-4-0,0-2-11, [20:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.20 Vert(LL) -0.00 15 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.05 Vert(CT) -0.00 15 n/r 90 BCLL 0.0 ' Rep Stress Incr: YES WB 0.07 Horz(CT) 0.01 14 n/a n/a BCDL 10.0 Code FBC2020/TPI2014: Matrix-S Weight: 115lb FT=20%. LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 P OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-070 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 21-4-0. (lb) - Max Horz'2=-174(LC 15) Max.Uplift All uplift 100. Ib.or less at joint(s) 2 except 14=-115(LC 11), 21=-146(LC 10), 22=-143(LC 10), 23=-127(LC 10); 24=-147(LC 10), 19=-144(LC 11), 18=-143(LC 11), 17=-131(LC 11), 16=-149(LC 11) Max Grav All reactions 250 lb or less, at joint(s) 2, 14, 20, 21, 22, 23, 24, 19, 18, 17, 16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. TOP CHORD 7-8=-96/305, 8-9= 96/305 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; Cat. II; Exp C; Encl., _ GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3E) -1-4-0 to 1-8-0, Exterior(2N) 1-8-0 to 7-8-0, Comer(3R) 7-8-0 to 13-8-0,'Extedor(2N) 13-8-0 to 19-8-0, Comer(3E) 19-8-0 to 22-8-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified.building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load_ shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires: continuous bottom chord bearing. 7) dable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This truss has been designed for a live load of 20.00sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values:have been reduced 20% where used in this lumber. Plates should be protected from corrosion per.the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required; and G185:galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except at=lb) 14=115, 21=146, 22=143, 23=127, 24=147,.19=144, 18=143, 17=131, 16=149. Joaquin Valei PE. No.68182 MiTek USA, Inc. FL Cert 6634 6904, Parke East Blvd. Tampa FL 33610 Date: June 23,2021 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 . 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 2030 3CAR BLIK T24456980 2718538 G02S COMMON 6 1 Job Reference (optional) Buaciers f-Irstsource (f lant city, FL), Flan city, FL - 33567, t3.43U S-JUn 2 2uzi mt I eK InaustneS, Inc. vvea Jun 23 11:bb:bu Xuzi rage 1 ID:7fJs6CAsfAXytW iff?DExXz547DrYdaDOalkszBGUjXcxNJzzbAnccTdNTDG5hrEEoz3PVd -1-4-0 5-7-4 10-8-0 15-8-12 21-4.0 1-4-0 5-7-4 5.0-12 5.0-12 5-7-4 Scale=1:37.9 4x4 = 3 1 4 3x4 = 3x4,= 3x4 3x4 = - 3x4 = 7=5-6 13-1010 21 4 0 7-5.6 _ 6-5-4 7-5-6 Plate Offsets (X,Y)-- [6:0-1-4,0-0-2) LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) I/dell Ud PLATES GRIP TOLL . 20.0 Plate Grip.DOL 1.25 TIC 0.47 Vert(LL) 0.10 7-12 >999 240 MT20 244/190 TCDL .7.0: Lumber DOL 1.25 BC 0.53 Vert(CT) -0.17 7-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26. HOrz(CT) 0.03 6 n/a hid BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 97lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) '6--Mechanical, 2=0-8-0 Max Horz 2=204(LC 14) Max.Uplift 6=-457(LC 11),:2=-530(LC 10) Max Grav 6=787(LC 1), 2=864(LC 1) FORCES. (lb) -Max. Corrip./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1355/969, 374=-1207/935, 4=5=-1215/959, 5-6=-1365/996 BOT CHORD 2=9=-755/1182, 7-9=-395/787, 6-7=-787/1192 WEBS 4-7=-346/470, 5-7=-305/422; 4-9=-330/458, 3-9=-298/414 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; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2E) -1-4-0 to 1-8-0, Intedor(1) 1-5-0 to'7-8-0, Exterior(2R) 7-870 to 13-8-0; Intedor(1) 13-8-0 to 18-4-0, Exterior(2E) 18-4-0 to 21-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 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 of20.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) Fiefer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(6) except at=1b) 6=457, 2=530. m �o Joaquin VelerPE No.68182 MiTek USA, Inc. FL Ceit 66U 6904. Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and 1s 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 . ANS11rpl1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sarety.in/ormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply 2030 3CAR BLK . T24456981 271 B538 G03S Common 3 1 Job Reference (optional) t3wlaers rirsisource triani Ury, ruf, rlani L ny, rL - ssbu/, 0.40U s dun z zuza MI I eK Inausmes, Inc. vvea dun zo i t:ao:o I zuz I rage i I D:7fJs6CAsfAXytW iff?DExXz547D-1 pBbDwmMdHG76t6pU5gCW pj00?pp6wRQJKbomEz3PVc 5-7-4 10.8.0 15.8-12 20-11-8 5-7-4 5-0-12 5-0-12 5-2-12 3 44 = 3 1 Scale = 1:37.3 3x4 = 3x4 = 3x4 3x4 = 4x4 = 7 S 6' 13-10-10 20-11-8 7-54 6-5-4 7-0-14 LOADING (psf) SPACING- 2-0=0 CSI. DEFL. in (loc), I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 . TC 0.47 Vert(LL) 0.10 8-11 >999 240 MT20. 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.16 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr . YES WB 0.26 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 5=0-3-8 Max Horz 1=171(LC 10) Max Uplift 1=-452(LC 10), 6=446(LC 11) Max Grav 1=775(LC 1), 5=775(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2- 1341/1001, 2-3=-1191/964, 3-4=-1140/929, 4-5=-1296/962 BOT CHORD . 1-8=-803/1170, 6-8=406/763, 5-6=-758/1105 WEBS 3-6=-302/406, 4-6=-269/398, 8-8=-348/475, 2-8=-304/421 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; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-8-0, Extedor(2R) 7-8-0 to 13-8-0, Interior(1) 13-8-0 to 17-11-8, Extedor(2E) 17-11-8 to 20-11-8 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=452, 5=446. Joaquin Velez PE No.68182 MiTek USA, Inc. FL -Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 & 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 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 ANSLITPlr Quality Criteria, DSB-89and BCSI Building Component 6904 Parke East Blvd. Satety.lntormation available from Truss. Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss t Truss Type Qty Ply 2030 3CAR BLK 7 . T24456982 2718538 H7 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) builders FirstSource (Plant city, FL), F9ant olty, I-L - 33567, a 8.43U s Jun 2 %Uzi mi I eK tnaustnes, Inc. 1Nea Jun z3 l l :bb:bz zuxi rage l I D:7fJs6CAsfAXytW iff?DExXz547D-VOhzRGn_ObO_kOh?2oMR2OF4VP7MrJ?ZY_KLJhz3PVb 1-10-10 4-1-8 9-10-1 1-10-10 4-1-8 5-8-10 .R M 4X4 — YXO — - ST1.5x8 STP = Scale = 1:23.2 9.10-1 9-10-1 Plate Offsets (X,Y)-- [2:0-1-10,Edge)" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL .1.25 TC 0.90 Vert(LL) -0.10 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58, Vert(CT) -0.20 6-8 >572 180 BCLL 0.0 Rep Stress Incr NO WB 0.56. Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight:51 lb FT=20% LUMBER-BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 6=Mechanical Max Horz 2=298(LC 4) Max Uplift 4= 21 O(LC 4), 2=-319(LC 4), 6=-168(LC 8) Max Grav 4=159(LC 1), 2=515(LC 1), 6=301(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-796/7O3 BOT CHORD 2-6=-834/772 WEBS 3-6=-791/854 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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) 4. 210, 2=319; 6=168. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 61 lb up at 1-4-15, 122 lb down and 61 Ib up at 1-4-15, 37 lb down and 77 lb up at 4-2-15, 37 lb down and 77 lb up at 4-2-15, and 63 lb down and 158 lb up at 7-0-14, and 63lb down and 158 lb up at 7-0-14 on top chord, and 31 lb down and 33 lb up at 1-4-15, 31 lb. down and 33 lb up at 1-4-15, 20 lb down and 14 lb up at 4-2-15, 20 lb down and 14 lb up at 4-2-15, and 37 lb down and 31 lb up at 7-0-14, and 37 lb down and 31 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE N6.68182 Uniform Loads (plf) USA, Inc. 6634 tmpa Vert: 1-4=-54, 2-5=-20 BlIL vd. 6904:Parke East Blvd. Tampa FL 3361.0 6904: Concentrated Loads (Ib) Vert: 1 0=-71 (F=-36, B=-36) 12= 1O(F=-5, B� 5) 13=-61(F=-30, B=-30) Date;, June 23,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, andis 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. Salety.lnlormadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply 2030 3CAR BLK . T24456983 2718538 H7A DIAGONAL HIP GIRDER 1 1 Job Reference (optional) limaers t-IrstS0urce (clam city, t-L), Ylant city, I-L - 33bbl, -1-10-10 4-1-8 8.43U a Jun 2 zuzi mi I eK mausineS, Inc. vvea Jun zu 11:bb:b3 ZU21 rage 1 I D:7fJs6CAsfAXytW iff7DExXz547D-zCFLecnd9uW rLAGBcVtgbEoFFpTbamFine4ur7z3PVa 9-10-1 Scale=1:23.2 m YJtY — ffXo — - ST1.5xB STP = 9-10-1 9-10-1 Plate Offsets (X,Y)-- [2:0-1-10,Edgej LOADING (psf) SPACING- 2-0-0 . CSI. :DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.16 6-8 >718 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.58 Vert(CT) -0.20 6-8 >572 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(CT) -0.01 6 n/a We BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 Dopuriins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-13 oc bracing.. WEBS 2z4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 6=Mechanical Max.Horz 2=300(LC 4) Max Uplift 4=-209(LC 8), 2=-484(LC 4), 6=-333(LC 4) Max Grav 4=159(LC 1), 2=515(LC 1), 6=301(LC 3) FORCES. (lb) - Max. Comp./Nlax. Ten. - All forces 250 (lb) or less except when shown. , TOP CHORD 2-3=-796/818 BOT CHORD 2-6=-971/772 WEBS .3-6=-791/994 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building. Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the Bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.100 lb uplift at joint(s) except at=lb) 4; 209, 2=484, 6=333. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down at 1-4-15, 88 lb down at 1-4-15, 5 lb down and 77 lb up at 4-2-15, 5 lb down and 77 lb up at 4-2-15, and 36 lb down and 158 lb up at 7-0-14, and 36.lb down and 158 lb up at 7-0-14 on top chord, and 33 lb up at 1-4-15, 33 lb up at 1-4-15, 5 lb down and 14 lb up at 4-2-15, 5 lb down and 14 lb up at 4-2-15, and 30 lb down and 31 lb up at 7-0-14, and 30 lb down and 31 lb up at 7-0-14 on bottom chord. The de-sign/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted:as front (F) or back (B). LOAD.CASE(S) Standard 1) Dead + Roof Live. (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 2-5— 20 Concentrated Loads (lb) Vert: 1 0=-71 (F=-36, B=-36) 12— 1O(F=-5, B=-5) 13=-61(F=-30, B= 30) Joaquin Velez PE No.68182 MTek USA, In 6. FL Ceit 6634 6904Parke East Blvd. Tampa FL 33610 Date: June 23,2021 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 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 M!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 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 2030 3CAR BLK T24456984 2718538 H7V Diagonal Hip Girder 1 1 Job Reference o tional t3wiciers mrst50urCe Imam Gny, t-L), mant L ny, t-L - JJbb7, 0.43U S Jun a ZUZJ IVrr r eK inuusrnes, inc. vveu dun ea I I :oo:a,+ 4ue 1 rdye r I D:7fJs6CAsfAXytW iff?DExXz547D-ROpjsyoFwCehzKrNADOvBRKUgDt1 J EAs01pSNZz3PVZ 1-10-10 5-6-0 7-2-7 9-10-1 1-10-10 5.6-0 1-8.7 2-7-10 3x4 3x4 Scale = 1:23.7 N r` 5-6-0 5-6-0 9-10-1 4-4-1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.11 -6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0:37 Vert(CT) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress incr NO WB . OAG Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -MS Weight: 42lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or'4-10-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 5 Mechanical, 2=0-9-13, 6=Mechanical Max Horz 2=298(LC 22) Max Uplift 5=-376(LC 8), 2=7305(LC 4), 6=-15(LC 4) Max Grav 5=389(LC 1), 2=514(LC 1), 6=90(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1111[792, 3-4— 1137/911 BOT CHORD 2-7=-865/1031 WEBS 3-7=-342/442, 4-7=-1015/1198 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS. (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; -Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof jive load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for.a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify c; tpacity.of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except at=lb) 5=376, 2=305. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 121 lb down and 61 lb up at 1-4-15, 121 lb.down and 61 lb up at. 1-4-15,.37 lb down and 82 lb up at 4.-?-15, 37 lb down and 82 lb up at 4-2-15, and 64 Ib down and 163 lb up at 7-0-14, and 64 lb down and 163 lb up at 7-0-14 on top chord, and 26 lb down and 15 lb up at 1-4-15, 26 lb down and 15 lb up at 1-4-15, 19 lb down and 16 lb up: at 4-2-15, 19 lb down and :16.lb up at 4-2-15, and 36 lb down and 32 lb up at 7-0-14, and 36 lb down and 32 Ib up at 7-0-14 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate.lncrease=1.25 Uniform Loads (plf) Vert: 1-5= 54, 6-8=-20 continued on Daae 2 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and -is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203. Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type �—' Qty Ply 2030 3CAR BLK T24456984 2718538 H7V Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL: 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jun 23 11:55:55 2021 Page 2 ID:7fJs6CAsfAXytWiN?DExXi547D-vbN631ptgW mYb(JQajwvBgftfQdDG2hQ?EyZ?v0i3PVY LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13=-73(F=-36, B=-36) 16=-8(F=-4, B=-4) 17=-59(F=-29, B=-29) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web,andlor chord members only. Additional temporary, and permanent bracing, MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety,lnlormation available from Truss Plate. Institute, 2670 Crain Highway, Suite 203. Waldorf, MD 20601 - - Tampa, FL 36610 Job Truss Truss Type Qty Ply 2030 3CAR BLK T24456985 2718538 Pot Common Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jun 23 11:55:56 2021 Page 1 I D:7fJs6CAsfAXytW.iff?DExXz547D-NnxUHdgV RpuPCe?mHeQNDsPpzOdhnF89TclYSSz3PVX -1-4-0 3-6-0 7-0.0 8-4-0 1-4-0 3-6-0 3-6-0 1-4-0 Scale = 1:21.1 4x4 = 3409 F12 4 5 a..c Im p 4 Q .. 7-0-0 4- 6-8-0 YIa1e Urrsets (A,Y)-- t2:U-3-8,tagej, t2:U-2-u,tagej, Iti:U-3-u;tr/gej, Iti:U-2-8,tagej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.02 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BIC .0.10 Vert(CT) -0.02 7 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix-S Weight: 37 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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. (size) 2=6-4-0, 6=6-4-01 8=6-4-0 Max Horz 2=74(LC 10) Max Uplift 2=-232(LC 10), 6=-246(LC 11), 8=-72(LC 10) Max Grav 2=256(LC 21), 6=256(LC 22), 8=228(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-8=-292/128 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; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3E) -2-0-0 to 1-0-0, Comer(3R) 1-0-0 to 6-0-0, Comer(3E) 6-0-0 to 9-0-0 zone;C-C for members and forces & MW FRS -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/fPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide v411 fit between the bottom chord and any other members. 8) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates.. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=232, 6=246. 10) Non Standard bearing, condition. Review required. Joaquin Velez PE N6.69182 MiTek USA, Inc. FL Cott,6634 6904;Parke East Blvd. Tampa FL 3.3810 Date: June 23,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 6/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Injuryand property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component . 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type r� City Ply 2030 3CAR BILK T24456986 2718538 P02 Common 2 1 Job Reference (optional) Builders Flrst50Urce (Plant Glty, FL), Plant Glty, FL - 33b67, 8.430 s Jun 2 ZU21 MI I eK Industries, Inc. Wed Jun 23 11:bb:b/ ZUZI Page 1 ID:7fJs6CAsfAXytWiff7DExXz547D-rzVsUzg7C7OGgoayrLxc14y4mQyOW i RliG26_uz3PV W -1-4-0 3-6-0 7-0.0 8-4.0 1-4-0 3-6-0 3-6.0 1-4-0 E 4x4 3 2x4 = 2x4 = Scale=1:18.0 0.4-0 3-6-0 6-8.0 7-0-0, 0.4-0 3-2-0 3-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 6 >999 180 BCLL 0.0 ' Rep Stress Incr . YES WB 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 29 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 4=0-4-0 Max Horz 2=74(LC 14) Max Uplift 2=-232(LC 10), 4=-232(LC 11) Max Grav 2=331(LC 1), 4=331(LC 1) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 291/208,'3-4=-291/208 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) 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; Cat. 11; Exp C; Encl., 131301=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2E) -1-4-0 to 1-8-0, Exterior(2R) 1-8-0 to 5-4-0, Exterior(2E) 5-4-0 to 8-4-0 zone;C-C for members and forces & MWFRS foryeabtions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof jive 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=23214=232. Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cert 6634 6904:Parke East Blvd. Tampa FL.33610 Date: June 23,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE'MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall . building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 2030 3CAR BLK T24456987 2718538 PB09 Piggyback 5 1 Job Reference (optional) tsunaers ruslsource triani tafy, rLl, rtanl ury, rL - aJ30r, 2-6.0 3 2x4 = 0.4JV Sou" LLu4I IVII I UN uIUUbum.,Il a:. . V ... J UII GJ 11..7J.V/-, rave I ID:7fJs6CAsfAXytW iff7DExXz547D-rzVsUzg7C70GgoayrLxcl4y82QzkW i2liG26_uz3PVW 3x4 = Scale = 1:9.7 2x4 = m v 0 m 0 Plate Offsets (X Y)-- [3:0-2-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. :DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00.: 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.12 Vert(CT) 0.00 4 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=3-1-6, 4=3-1-6 Max Horz 2=33(LC 10) Max Uplift 2=-100(LC 10), 4=-100(LC 11) Max Grav 2=147(LC 1), 4=147(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -'All forces 250 (lb) or less except when shown. 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; Cat: 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gabl6:end zone 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 3) Building Designer / Project engineer responsible for.verifyirig applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Gable requires continuous bottom chord bearing. 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) 2, 4.. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualifiedbuilding designer. Joaquin Velez PE No.68182 ll USA, Inc. FL'Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 23,2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANS//r'P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satety./ntormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610' Job Truss Truss Type Qty. Ply 2030 SCAR BLK T2445698B 2718538 Z01 Jack -Open Girder 2 1 Job Reference (optional) CUlloers mrstbource (mant uny, rL), mant Llty, rL - JJbbl, b.4Ju S dun z zuz1 mi I eK Inaustnes, Inc. vvea dun zi l l:bb:btl Xuxi rage 1 I D:7fJs6CAsfAXytW iff?DExXz547D-KA3EhJrizR87SxB9P3TrI HVDRgHUF9HSwwnf W Kz3PVV -1-6-6 3-11-7 1-6-6 3-11-7 Scale=1:13.8 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)- :I/deft Ud PLATES_ GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.42 Vert(LL) 0.02 4-7 . >999 240 MT20' 244/190 TCDL 7.0 . Lumber DOL 1.25 BC 0.21 Vert(CT) -0.03 4-7 >999 180 BCLL 0:0 Rep Stress Incr NO WB ..0.00, Horz(CT) . 0.00 3 n/a ri/a . BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 15lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puriins. BOT CHORD 2x4 SO No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-12, 4=Mechanical Max Horz 2=160(LC 10) Max Uplift 3=-112(LC 10), 2=-168(LC 10), 4=-5.(LC 10) Max Grav 3=85(LC' 1), 2=243(LC 1), 4=67(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; Cat. II; Ezp C; Encl.,:. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) 1-6-6-to 2-8-9, Exterior(2R) 2-8-9 to 3-10-11 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 of 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) 4 except at=lb) 3=112, 2=168: Joaquin Velez PE No.68182 MiTek USA, Inc: FL Cart 6634 6904:Parke East Blvd. Tampa FL 3.3610 Date: June 23,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- ... a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANS117PII Quality Criteria, QSB-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 86610 Job Truss Truss Type Oily Ply, 2030 3CAR BLK T24456989 2718538 Z02 Diagonal Hip Girder 2 1 Job Reference (optional) twaciers Flrstbource (mant tiny, FL), Plant Cony, FL - 33bbf, t1.43U s uun z zuzT mi I eK IncUSIDes, Inc. vveu uun zo 1 t mo;ou eue r rage r I D:7fJs6CAsfAXytW iff7D ExXz547D-oMccvfsNkkG_35jLym_4rV1 MKEZY_cXb9aXD2nz3PVU 1-6-8 3-2-1 6-1.2 1.6-8 3.2-1 2-11-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 0 3x4 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.54 Lumber DOL 1.25 BC 0.41 Rep Stress Incr . NO WB 0.00 Code FBC2020/TPI2014 Matrix -MP REACTIONS. (size) 3=Mechanical, 2=0-8-6, 4=Mechanical Max Horz 2=225(LC 8) Max Uplift 3=-285.(LC 8), 2=-212(LC 8), 4=-40(LC 8) Max Grav 3=201(LC 1), 2=317(LC.1), 4=157(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Ud Vert(LL) 0.13 4-7 >549 240 Vert(CT) -0.12 4-7 >580 180 Horz(CT) -0.02 3 n/a n/a BRACING - TOP CHORD BOT CHORD Scale =1:18.3 PLATES GRIP MT20 244/190 Weight: 22lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; 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 jive loads. 4) This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=28512=212. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 29 lb up at 1-11-13, and 49 lb down and 87 lb up at 4-0-5, and 65 lb down and 166 lb up at 6-0-6-on top chord, and 14 lb down and 3 lb up at 101-13, and 7 lb down and 21 lb up at 4-0-8,.and 48 lb down and 30 lb up at 6-0-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 3=-60(B) 4=-39(B) 10=3(B) 11=-7(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ceit 6634 6904:Parke East Blvd. Tampa FL 33610 Date: June 23,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabllity 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 ANSLITPlf 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 Symbols PLATE LOCATION AND ORIENTATION 14-1 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-y1s' - -1- For 4 x 2 orientation, locate plates 0-'/,s' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate' 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or [.bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur.. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED. CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. :PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may -require bracing; or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIfTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, g or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely.on lumber values established by Others. 15. Connections not shown are the responsibility of others. 2012 M[TekO All Rights Reserved MiTek� MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 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. N. Design assumes manufacture in accordance with ANSI/TPI.1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.