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HomeMy WebLinkAboutTRUSS258 Southhall Lane, Suite 200 rF D S Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES June 16, 2021 Building Department Ref: Adams Homes Lot: Lot 25 Blk. PH 3 Subdivision: Fort Pierce - Waterstone Address: 8307 Amalfi Cir. Model: 2265 3CF CR RHG KA # 21-6356 Truss Company: Date of drawings: Job No.: Wind Speed: Exposure: Truss Engineer: Builders First Source 6/14/21 2776603 160 C Michael S. Magid To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, 6/16/2021 6/16/2021 Carl A. Brown, P.E. Scott Lewkowski, P.E. FL. # 56126 FL. #78750 FDS Engineering Associates, A TSG Company "Your Building Code Experts" ve�oe�aeoie�8� ®�aa�eQ PBLO TO°tor°i No 87864 m• d STATE OF :�IQ ', Luis Pablo Ts, P.E. FL. # 87864 o e CONNECTORS SCHEDULE ROOF TRUSS QT ID MODEL ROOF UPLIFT SYM 0 A* LUS24 / JUS24 895 / 835 490 /510 ILA' 7 A HTU26/ THD26 3600 / 3470 1555 / 2330 ILA 0 B HTU28 /THD28 4680 / 5040 2140 / 2330 ILB 0 C HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 1 Lc 0 D HTU28-2 / THD28-2 4680 / 5005 3485 / 2595 1 J iD 0 E HGUS26-2 / THDH26-2 5320 / 5245 121,55 / 2340 1- 0 1 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 1 IF 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 1 LG 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 1 w 0 J THJA26 / HJC26 9100 / 8990 4095 / 4370 1 Li 28 3 X 8 NOP ID Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions; selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner FDS ENGINEERING ASSOCIATES Date: 06116/2021 By. ES Submittal No.: Project No.: 21-6356 Project Eng.: Luis Project Name: Adams Homes - Fort Pierce - Waterston - Lot 25 Blk PH 3 VEWFV All OMENSIONS fE1RE CEILINGCONDPRIOR lb APPROVAL 60ME NNG FRAMING REQUIRED IN —ID BY BUILDER MAIN YANG FORCE RESLSTING SYSTEwC4 HYBR® WIND ASCET46 ENCLOSED IMPORTANT EXPOSURE CATEGORY C OCCUPANCY CATEGORY r This Drawing Must Be Approved And WHO LOAD 160 AmH WIND LOAD 190 W FACTOR 1A0 Returned Before Fabrication Will TRUSSESHAVESEEN DESIGNEDFORA 10.0 PSF BDrrOM CHORDLNE LOAD Begin. For Your Protection Check All NONCONCURRENT WITH ANY OTHER LNE LOADS Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL• 07 PSF TCDL: 10 PSF By Date BCDL: 10 PSF BCDL: 5 PSF TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI•B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (ie. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. be General Contractor Is Responsible -or 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: 2X 4 OVERHANG LENGTH: 16" END CUT., Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2020 BEARING HEIGHT SCHEDULE Hatch Legend �8'-0" bearing 10'-0" bearing Adams Homes I I PROJECT: _. --- --... --- I MODEL: 12265 C OR CR 3CAR ADD 8307 AMALFI CIR / BLOCK: 1 25 PH3 SUBDMSION: I WATERSTONE CITY: FT PIERCE DRAWN BY: KSANCHEZ JOB 0 : 2776603 DATE: 06105/2021 SCALE: NTS (PLAN DATE: 2021 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 3054301 MiTek- RE: 2776603 _ . MiTek USA, Lne. r 2265. CR 3CAR 6904 Parke East Blvd; Tampa, FL, 33616-4115 Site Information:... .Customer: Adams Homes Port St Lucie:: Project Name: 2776603 Lot/Block: 25/PH3 Model: 2265 CR'3CAR Address:- 8307.AMALFI CIR Subdivision:.:WATERSTONE .. City: FORT PIERCE. State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings:Show Special Loading Conditions): Design Code: FBC2020/TPI201.4 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 48 individual, dated Truss Design' Drawings and 0 Additional Drawings. :With My seal affixed tathis sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.0031.section 5 of the Florida Board of Professional Engineers Rules.::.:: No. Seal# Truss.Name . Date No: Seal# Truss Name Date 1 T24252292 '.: A01 6/14/2021 .21 T24252312 :. D19 6/14/2021 2 T2425M0 A02 6/1.4/2021 22 T24252313 D21 6/14/20.21 3 T24252294 A04 6/14/2021 23 T24252314 : E7 6/14/2021. 4 T24252295_ . B7C 6/14/2021 24 T24252315 E7G 6/1.4/2021 5 T24252296 B9C .:: 6/14/2021, .. - 25 T24252316. :: E7S , 6/14/2021 6 T24252297 B11.0 6/14/2021. 26: T24252317 E7V 6/14/2021 _. 7 T24252298 B13C 6/14/2021 27 T24252318 EM '. 6/14/2021. T24252299 B5 644/2021 28 T24252319 E7V2 : 6/14/2021 9 T24252300 : B17 6/14/2021 29. T24252320 - E7V3 6/14/2021 10 T24252301.:: B O :: 6/14/2021 30 T24252321 E22 6/14/2021 11 T24252302 B21 6/1.4/2021 31 T24252322 G1: 6/14/2021: 12: T24252303 C1 6/14/2021 32 T24252323 G7. 6/14/2021:. 13 T24252304 . C3 ... 6/14/2021 33:. T24252324... .. :. G9 6/14/2021 14 T24252305 C5 6/14/2021 34 T24252325 Gll 6/14/2021 15 .... T24252306 D7 6/14/2021 35 T24252326 G13 ... 6/14/2021 . 16 T. N252307 D9 6/i4/2021 36 T24252327. G15. 6/14/2021. 17 T24252308 : D11 6/1:4/W21 37 T24252328 G17 6/14/2021- 18 T24252309 : D13 6/14/2021. 38: T24252329 " . G19 6/14/2021 19 T2425231:0 D15.: 6/14/2021..: 39 T24252330. GX 6/1412021 20 T24252311 D17 04/2011 40 T24252331 M. 6/14/2021 The truss, drawing(s) referenced.above have been prepared by MiTek USA, Inc under my direct supervision ,���►��:� �r�i�� based on:tbe parameters provided by Builders FirstSoume Plant City, FL). Truss Design: Engineer's Name. Magid, Michael. ,���\C?:•.•�G E ►�S �i'j0 ��.. My license renewal date for the stateFlorida is February 28, 2023. ` F '. Florida COA: 6634 No 536 IMPORTANT NOTE: The seal b6these truss component designs is a. certification..: that the engineer named is licensed in the jurisdiction(s) identified and that the . y.designs comply with ANSI/TPI 1. These designs are based upon parameters .: shown (e.g.,.Ioads, supports, dimensions, shapes and design codes), which were O • S ATE_ OF given.to MiTek. Any project specific information included is for MiTek ��� ,�•• �� customers file reference purpose only, and was not taken into:account in the preparation of :: i� �'•. p. R , 0 P • ���� :.these designs. MiTek: has not independently verified.the applicability of the design �� tS • • • • • • • • �� parameters oth 9n inpalBefore ethe building designer :should erfyaPPriabilY of des9PrametersAddPePerlyincorporatethesdesigns into the overall building design per ANSI/TPI 1, Chapter 2..Michael S. Magld PE No.53661 Mrrek USA, Inc. FIL Ge.rt. a ePa June . 14,2021 1 of 2 : ; Magid, Michael r `} -41 RE: 2776603 - 2265 CR 3CAR Site Information: Project Customer: Adams Homes Port St Lucie Project Name: 2776603 Lot/Block: 25/PH3 Subdivision: WATERSTONE Address: 8307 AMALFI CIR City, County: FORT PIERCE State: FL No. Seal# Truss Name Date 41 T24252332 M01 6/14/2021 42 T24252333 MG 6/14/2021 43 T24252334 MX 6/14/2021 44 T24252335 MX1 6/14/2021 45 T24252336 PB 6/14/2021 46 T24252337 P131 6/14/2021 47 T24252338 R2 6/14/2021 48 T24252339 R7 6/14/2021 2 of 2 Job Truss Truss Type Qty*: Ply 2265 CR 3CAR T24252292 2776603 A01 PIGGYBACK BASE TRUSS 5 1 Job Reference (optional) Builders hlrstbource (1-9ant Glty, FL), I'lant tarty, rL - 3356/, 6.43D s May 1 (D:6gDIOH2OVegl Nkl sxoNem 11-4_q 5-4-0 6:11_0. :. 15 1 6 1. 21.0.0. 25_8_0: 31-1-13 i-4-0 5-4.0 3-7-0 '' 6-2-6 5-10-10 4-8-0 .''' S-5-13 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 O.C. MAXIMUM. TYPICAL FOR ALL APPLICABLE TRUSS DESIGNS. 5A = IN THIS JOB. A 6.00 12 6 4x6 O ;27 5x6 4 3x4 i 3 ST1.5x8 STP = 26 17 m 1 2 5x6 = dI 29 19 18 &6 2x4 II 6x8 = $0 31 16 32 15 33 14 3x4 = 3x6 = 3x8 = MI I eK Industries, Inc. Mon Jun 7 14:5U:34 ZU21 11age 1 I-JpUYvW Jt116tW AnyHIVaSVZBIwOK8enEUdiTM7z8eRp 36-2-11 42-7-8 44-081 5-0-13 6-4-13 1-4.8 34 35 1312 3x4'= 4x6 = 33-7-0 Scale=1:82.3 ST1.5x8 STP = 28 10 Iv 11 6 Io 1N 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.55 Vert(LL) -0.19 14-16 >999 240 MT20-244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.35 12-25 >999 180 BCLL 0.0 Rep Stress !nor. YES WEI 0.99 Horz(CT) ... 0.07 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014, Matrix-MSH Weight:241 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD: Structural wood sheathing directly applied or 2-10-6 oc purlins, BOT CHORD_ 2x4 SP No.2 *Except* ...... except 4-18: 2x4 SP No.3 2-0-0. oc purlins: 6-7: WEBS 2x4 SP No.3 BOT CHORD Rigid: ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17, 6-16 REACTIONS. _ (size) '2=0-8-0, 18=0-370, 10=0-7-8 'Max Horz 2=-421(LC 8) . Max. Uplift 2=-438(LC 10), 18=-856(LC 10), 10=-677(LC 10) Max Grav 2=377(LC 19), 18=1982(LC 15), 10=1623(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-410/729, 3-4=-320/393, 4-5=-276/320, 5-6=-1639/1038; 6-7=-1539/1002, 7-8=-1748/1033, 8-9=-2600/1261, 9-10=-2789/1311 BOT CHORD 2-19=-601/263, 18-19�- 601I263, 17-18=-1776/692, 4-17=-338/275, 16-17=-500/1469,.. 14-16=-369/1407,.12-14=-727/1936, 10-12=-974/2432 WEBS 3-18=-397/786, 5-17— 1944/706, 5-16=0/297, 6-16=-108/284, 6-14=-83/444, 7-14=-178/507, 8-14=-794/466, 8-12=-143/675, 9-12=-367/298, 3-19=-492/214 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=6.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2R) 15-4-2 to 31-1-13, Interior(1) 31-1-13 to 40-0-0, Exterior(2E) 40-0-0 to 44-0-0 zone; cantilever left.and right exposed'; end vertical -left - and right exposed; porch left exposed;C-C for members and forces. & MW FRS for reactions shown; Lumber DOL=1.60 plate grip ' DOL=1:60' 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding.. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for alive load of.20.Opsf on the bottom chord in all areas where a: rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL =1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 lb uplift at joint 2, 856 lb uplift at joint 18 and 677 lb uplift at joint 10. 8) Graphical purlin representation does not depict. the size or the orientation of the puffin along the top and/or bottom chord. Michael S. Magid PE No.53681 MiTek USA; Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not wt a truss system. Before use, the building designer must verify the applicabilityof design parameters and properly incorporate this design Into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only; Additional temporary and permanent bracing MOW- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty'i Ply 2265 CR 3CAR T24252293 2776603 A02. PIGGYBACK BASE TRUSS 1 1 Job Reference (optional) ouuuers rusrauurce triertt Uny, rL/, ST1.5x8 STP = 28 M 1G2 lj4 riant t.rty, ru - 00001, c-4su s iyiay iz zuz i wn I eK ineuslnes, inc. mop uun / 14;numo ZUZI rage i ID:6gDIOH2OVeglNOsxoNemzyuULS-FCcJKCK8ZvMblUwLPAX2XweS3k6RcZmXyxBaQOzBeRn 3-11-0 15-1-6 21-0-0 2N o 31-1-13 36-2=11 42-7-8 A4-0-q l•0-14 6.2.6 5-10-10 4-(3-0 15-5-13 5-0-13 6-4-13 1-4-8 Scale=1:79.8 5x6 J 5x6 7 8 6.00 12 33 17 34 16 35 15 38- 36 37 1413 0 31 I : . . 3x4 = 3x6 = x — 3x4. = 3x6 = 19 46 = 3x8 11 34 6x8 = i 70460 17-4-8 23 33-7-0 42-3-8 4$7,-8 8 -5-8 -11-066-111-0 0 4 0 1-9-0 Plate Offsets (X,Y)-- [2:0-2-9,0-1-81, [4:0-2-8,0-3-41, [7:0-3-0,0-2-01,[8:0-3-0,0-2-01,-[10:0-3-0,0-3-01, [11:0-0-8,Edgel 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 0.66 Vert(LL) 0.25 19-22 >342 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.59 17-18 >718 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix-MSH Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0=0 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-1-6 oc bracing.. . 5-19: 2x4 SP No.3, i6-18: 2x4 SP No.1 WEBS 1 Row at micipt 6-18, 7-15 . . WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 19=0-3-0, 11=0-3-8 Max Horz 2=421(LC 8) Max Uplift 2=-373(LC 10), 19=-820(LC 10), 11= 711(LC 10) Max Gray.2=329(LC 21), 19=1984(LC 15), 11=1710(LC 16) FORCES. (lb) -. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-359/380, 3-5=-309/408, 5-6= 444/548, 6-7=-1973/1191, 7-8=-1644/1061, 8-9=-1867/1100, 9-.10=-2620/1273, 10-11=-2789/1311 BOT CHORD 2-19=-326/146, 18-19=-1813/621, 5-18= 483/362, 17-18=-690/1915, 15-17=-450/1618, 13-15=-767/2005, 11-13=-956/2405 WEBS 3-19=-192/310, 6-18==1996/605, 6-17=-179/372, 7-17=-240/606, 7-15=-106/336, 8-15=-208/584, 9-15==744/440, 9-13=-88/564, 10-13=-284/247 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp,C;'Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2=8-0 to 15-4-2, Exterior(2R) 15-4-2 to 31-1-13, Interior(1) 31-1-13 to 40-0-0, Exterior(2E) 40-0-0 to 44-0-0 zone; porch left exposed;C=C for members and forces' & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to_the use of this truss component. 4) Provide adequate drainage to prevent water Ponding. 5) This truss has been designed for a 10.0 p.sf bottom chord live load noncoticurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in,all areas where a rectangle 3-6-0 tall by 2-0-0 wide will, fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. . 7) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 373 lb uplift at joint 2, 820 lb uplift at joint 19 and 711 Ib.uplift at joint 11. Michael S. Magid PE NOM681 MiTek USA;166. FL Cert 6634 6904 Parke East Blvd. Tampa,FL 33610 Date: June 8,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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.tern ry 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 2265 CR 3CAR T24252294 2776603 A04 PIGGYBACK BASE TRUSS 1 1 Job Reference (optional) 6ulaers mrsiaoume Irian tiny, rL), rlani ldiy, rL. - 0000/, 0.40u s May I Z ZUZ I IVII I eK mausirlesf Inc. Mon dun 114:oU:3/ zuzl rage 1 ID:6gDIOH2OVeglNkisxoNemzyuULB-jO9hXYLmKDVSNeVXzu3H47Bco8SwL3?gAbx7zSz8eRm T1-4-Q 6-3-0 13-7-8 21-0.0 25.8-0 28-10-0 34-11-0 42-3-8 1-4-0 6-3-0 7-4-8 7-4-8 .4.8-0 3-2-0 6-1-0 7-4-8 Scale = 1:79.4 5x6 6.00 12 5x6 5 S 19 13 12 11 10 3x6 — 4x6 I'I' 2x4 14x8 = 4x6 11 6-0-0 6-3=0 13-7-8 21-0-0 27-10-0 213-10r0 34-11-0 42-3-8 6-0-0 0-3-0 7-4-8 7-4-8 6-10-0 0- 6-1.0 7-4-8 Plate Offsets (X,Y)-- [3:0-3-0,0-3-01, [4:0-3-0,0-3-41, [5:0-3-0,0-2-0],[6i0-3-0,0-2-0],.[8:0-3-0,0-3-0], [9:Edge,0-1-12], [10:Edge,0-3-81, [14`.0-2-12,0-2-12], [19:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ud PLATES GRIP TCLL 20.0 Plate Grip DOL" 1.25 TC 0.73 Vert(LL) 0.17 . .I/defl 19-22 >420 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.85 Vert(CT) -0.43 14-15 >999 :180 BCLL 0.0 Rep Stress Incr YES W B .0.77 Horz(CT) . 0.09 10 n/a n/a . BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 265 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2=0 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins: 5-6. 3-19,7-12: 2x4 SP No.3 BOT CHORD Rigid. ceiling directly applied or 3-11.-6 oc bracing. Except: WEBS 2x4 SP No.3. 10-0-0 06 bracing: 12-14 WEBS 1 Row at micipt 4-15, 6-15 REACTIONS. (size) 2=0-8-0, 19=0-3-0, 10=0-3-8 - :Max Horz 2=400(LC 9) Max Uplift 2=-282(LC 10), 19=-862(LC 10), 10=-593(LC 10) Max Grav 2=274(LC 21), 19=1971(LC 15), 10=1623(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250,(Ib).or less except when shown. TOP CHORD 2-3=-361/423, 3-4=-2211/1124, 4-5=-1858/1075, 5-6=-1593/1061, 6-7=-2280/1349, .. 7-8=-2262/1200, 8-9=-1902/914, 9-10=-1506/792 BOT CHORD 18=19=-1931/912, 3-18=-1818/949, 17-18=-130/267, 15-17=+825/2121, 14-15=-566/1635, . 7-14=-286/313 WEBS 3-17=-700/1874, 4-15=-502/335, 5-15=-129/589, 6-14= 470/1018, 11.-14=-721/1719, 8-14=-45/493, 8-11=-779/528, 9-11=-668/1593 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=6:8psf; h=15ft; B=45ft; L=4oh; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2R) 15-4-2 to,31-3-14, Interior(1) 31-3-14 to 38-1-12, Exterior(2E) 38-1712.to 4271-12 zone; porch left exposed;C-C foe 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 4o.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 bottorn'chord in all areas where a,rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10:Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28.2 lb uplift at.joint 2, 862 lb uplift at joint 19 and 593 lb uplift at joint 1.0. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Michael S. Magid PE No.53681 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE"Mil-7473 rev. 5/19/2020 BEFORE USE. ° Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall " building design. Bracing indicated is to prevent buckling of individual truss web and/.or chord membersonly. Additional, temporary and permanent bracing pp qq is always:requlred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - . IVI�Tek° . 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 c Qty a Ply 2265 CR 3CAR T24252295 2776603 B7C HALF HIP TRUSS 1 2 Job Reference (optional) o UIIUCIJ rI1 JlJVUIUG tt-Idln flay, 11), rlar-n i.uy, 11 - o.uol' 6.4JU S' IVIdy I ZUZ I IVII1 eK I1UUS1FIeS/ Ino. IVIOn UUn / i4:DU:4/ ZUZ I rage i ID:6gDIOH2OVegi Nkl sxoNemzyuULB-RJmTezTi z111 ZAGSY_EdUEbIGAsOhaG9U8MfJtz8eRc 1'•4-0 3-2:1 7-0-0 1 13.5.6 19-10-12 26.4.2 33-9-4 I3-8 46-8-0 1-4-0 3-9.4 3-2-12 6-5-6 6.5.6 6-5-6 7-5.2 5-6-4 7.4.8 Scale = 1:86.4 5x6 =: 6.00 12 4 3x8 = 5x6 = 3x10 = 5x6 =. 4x6 = 46 = 5 24 6 7 25 26 8 9 10 20 19 18 17 16 15 14 11 4x6 — 3x8 = 4x8 — 3x,0 = 2x4 II 6x8 = 3:50 12 ST1.5x8 STP= 2x4 II 3x8 — 3x4 II . 33-9 4 - .7-0-0 . 13-5-6 19-10-12 26-42.32-9-8 3 -8- 5 39-3-8 46-8-0 ' 7-0-0 6-5-6 6-5-6 6-5-6 6-5-6 -11- 5-6-4" 7-4-8 0-0-5 Plate Offsets (X,Y)--[4:0-3-0,0-2-0],[6:0-3-0,0-3-0],[8:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lop) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC " 0.79 Vert(LL) 0.37 17-18 >999 240 MT20 244/190 TCDL 7.0 : Lumber DOL " 1.25 BC 0.84 Vert(CT) -0.48 17-18 >843 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 HOrz(CT) 0.13 . 14 n/a n/a . BCDL 10..0 Code FBC2020/TP12014. Matrix-MSH Weight: 482 1b FT = 20:/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 7-14 REACTIONS. (size) 11=0-8-0, 2=0-8-0, 14=0-3-0 Max Horz 2=243(1_C 8) Max Uplift 11= 474(LC 5), 2=-1401(LC 8), 14=-2120(LC 8) Max Gram 11=953(LC 14), 2=2872(LC 13), 14=4189(LC'13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5753/2689, 3-4=-5622/2644, 4-5=-5121/2454, 5-6=-6666/3269' 6-7=-6666/3269, 7-8=-175/271, 8-9=-535/79819-10=-1856/948, 10-11=-823/565 BOT CHORD 2-20=-2512/5135, 18-20=-3392/6914, 17-18=-3392/6914, 15-17=-2192/4520, 14-15=-2192/4520, 13-.14= 1718/1044, 8-13=-833/686, 12-13=-986/1874 WEBS 4-20=-760/1998, 5-20= 2118/1078, 5718=0/400,.5-17=-283/198, 6-17=-795/676, 7-17=-1230/2451, 7-15=0/466, 7-14=-5333/2635, 9-13=-2755/1508; 9-12=-161/394, 10-12=-925/1800 NOTES- 1) 27ply 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: 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat. II ; Exp C; Encl., GCpi=0:18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof:liJe 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 chordlive load nonconcurrent.with any other live loads. 8) ' Ais truss has beendesigned 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 atjoint(s) 11 considers parallel to grain value using ANSIffPl1.angle to grain formula. Building designer should verify: ". Michael S. Magid PE No.53661 capacity of bearing surface. MiTek USA; Inc. FL Cart 6634 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 11, 1401 lb uplift at joint 2 and 2120 lb uplift at joint 14. 6804 Parke East Blvd. Tampa FL 33810 11) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. Date: 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 Ib down and 304 lb up at JUfI@ 8,2021 7-0-0 on bottom chord. The desi n/selection of such connection devices is the resoonsibility of others. Continuedon page A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. �� ... . ' . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedyincorporate this design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek" is always" required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storagei delivery, erection and bracing of trusses and truss systems, see ANS11TP/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 t oty i Ply 2265 CR 3CAR T24252295 2776603 B713 HALF HIP TRUSS2. 1 Job Reference (optional) tSUllaers I-IrSIbDurce Imam Gny, t-L), mani Gliy, rL - Jdbbi, tl.4Ju S may iz,xuiLi mi I eK mausineS, Inc. mon Jun i l4:bu:4t xuzi rage z I D:6gDIOH2OVegl Nkl sxoNemzyuULB-RJmTezT1 zlll ZAGSY_EdU EbIGAsOhaG9U8MfJtz8eRc LOAD CASE(S) Standard -1) Dead + Roof Live (balanced): Lumber Increase=1.25,, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54,.4-10=-112(F= 58),20-21=-201.14-20=-42(F=-22),12-13=-42(F=-22),.11-12=-42(F=-22) Concentrated. Loads (lb) r Vert- 20=475(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, and:is for an individual building component, not a truss system. Before use, the building designer must verify,the applicability of design parameters and properlyincorporate 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 Inslitute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. . .... .. . Tampa, FL 36610 Job Truss Truss Type 1 Qtya Ply 2265 CR 3CAR T24252296 2776603 B9C Half Hip Truss 1 1' Job Reference (optional) DUuutllB rl[WODUIUtl irlGnr Vrty, rL/, rmnl ully, rL - 30DDI, OAOU s May IZ:ZUZI IVII I eK mausines, inc. Nlon Jun i l4:ou:4a ZUZI rage l ID:6gD10H2OVeg1 Nkl sxoNemzyuULB,Ni uD3fUIVv?IpUQrgPG5ZfgdHzYT9S_RxSrmOmz8eRa 11-4-Q 4-9-4 9-0-0 17-3-1 25-6-2 32-9-11 39-1-11 46-8-0 -4- 4-9-4 4-2-12 8-3-1 8-3-1 7-3-6 6-4-3 7-6-5 Scale = 1:86.4 5x6 5x8 = 5x6 = 3x4 11 5x6 = 4x6 = 6.00 F12 4 24 25 265 6. 27 28 7 8 P9. 9 yr O 4x6 = 18 17 16 15 14 3x8 = 4x8 = 2x4 II 3x8 = 3x6 = 13 6x8 = 10 3.56112 ST1.5x8 STP= 3x4 11 0 IN 9.0-0 17-3-1 25-6.2 32-9.8 3 -9 4 39-1-11 46-8-0 9-0-0 8-3-1 8-3-1 7-3-6 0- 1- 2 5-4-7 Plate Offsets (X,Y)--[4:0-3-0,0-2-01,[5:0-4-0,0-3-01,[6:0-3-0 0-3-4],[8:0-3-0,0-3-0I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) : I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.22 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.34 18-21 >999 .180 BCLL 0.0 '. Rep Stress Incr YES WB 0.89 Horz(CT) 0.11 13 n/a n/a BCDL 10.0 Code FBC2020/fP12014 Matrix-MSH Weight:'245 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD : Rigid ceiling directly -applied or 4-11-11 oc bracing. 7-13: 2x4 SP No.3 WEBS 1 Row at midpt 5-18, 5-14, 6-13 WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-8-0, 13=0-3-0 Max Horz 2=297(LC 10) Max. Uplift 10=-195(LC 7),'2= 636(LC 10), 13=-845(LC 10) Max Grav 10=428(LC 20), 2=1298(LC 1),:13=1790(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb).or less except when shown. TOP CHORD 2-3=-2316/1309, 3-4=-2065/1141, 4-5— 1820/1097, 5-6= 1653/850, 8-9=-534/252,: 9-10=-363/273 BOT CHORID 2-18=-1371/2046, 16-18=-1296/2311, 14-16=-1296/2311, 13-14=-846/1636, 12-13=-743/461, 7-12=-340/286, 11-12=270/538, WEBS 3-18=-347/315, 4-1 8=-1 55/604, 5-18=7667/247, 5-16=0/311, 5-14=-752/508; 6-14=-145/610, 6-13=-1974/1055,.8-12=-787/454; 9-11=-252/530 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=5:8psf; h=15ft; B=45ft; L=40ff; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0; Interior(1) 2-8-0 to 3-4-2, Exteri6r(2R) 3-4-2 to 14-7-14, Interior(1) 14-7-14'to 42-674,:Exterior(2E) 42=6-4 to 46-6-4 zone;C-C for members and forces & MWFRS 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 ' to the use of this truss component. 41 Provide adequate drainage to prevent water ponding. 5) .T4is 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 five: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) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify' capacity of bearing surface... 81 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 10,.636 lb uplift at joint 2 and 845.lb uplift at joint 13. Michael S. Magid PE No.0681 . ...... MiTek USA; Inc. FL Cert 6634 East Blvd Ta p 6604 Parke m a FC.3.3810. Date: June 8,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based, only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy,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 nn q�� l INIT ek° 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 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd: Safety Information available from Truss Plate In 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type r Qty i Ply 2265 CR 3CAR T24252297 2776603 B11 C. Half Hip Truss 1 1 Job Reference (optional) ouuuarb re DIJVU1UV trl3nl l Ry, m_), rldnl Idly, rL - o000/, 0.4oU s IVlay Ie ZUZ I Iwl I eK Inousines, inc, ivion dun i i4:ou:otl zuzi rage] I D:6gDIOH2OVegl Nkl sxoNemzyuULB-Bbj31 uMO5XdJ_o4j W baW cLjp5Yoh4S2gP FghVvz8eRl 4- 11-0-0 5-9-4 11-0-0 18-3-3 25-6-5 33-9.4 39-1-V 46-8-0 4- 5=9-4 5-2-12 7-3-3 7-3-3 8-2-15 5-4-7 7-6-5 Scale =1:66.4 6.00 12 3x6 3 ST1.5x8STP= 24 23 .41 1 2 6 19 4x6 = 2x4 11 5x8 4 3x6 = 25 26 6 18 it Ju 3x8 =: 3x6 = 5x6 = 6 27 16 ar• 15 14 3x6 = :3x8 =' :.3x6' _ 3x4 11 5x6 = 4x6 = 28 .. 7. 8 29 9 12 0. 4x6 ' 11 " IN 13 6x8 —. 3.50112 12-10-12 10 ST1.5x8 STP= 3x4 11 5-9-4 11-0-0 18-3.3 25-6.5 32-9-8 3 -9 4 39-1-i1 46-8.0 5-9-4 5-2-12 7-3-3 7-3-3 7-3-3 . 0- 1- 2 5=4-7 7-6-5 Plate Offsets (X,Y)-- [4:0-6-0,0-2-81, [6:0-3-0,0-3-0], [8:0-3-0,0-3-0) LOADING (psf) SPACING- 2-0-0. CSI. ..DEFL. in (loc)Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.63 _I/dell Vert(LL) -0.19 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.34 16-18 >999- -180 BCLL 0.0 Rep Stress Incr YES WB 0.97 HOrz(CT) . 0.11 13 n/a n/a BCDL 10.0 Code FBC2020/TPl2014. .. Matrix-MSH Weight:'261 lb FT= 20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2=6 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals.. 7-13: 2x4 SP No.3 BOT CHORD Rigid. ceiling directly applied or 5-0-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-14, 6-13 REACTIONS. (size) 10=0-8-0, 2=0-8-0, 13=0-3-0' Max Horz 2=351(LC 10) ' Max: Uplift 10=-193(LC 7), 2=-627(LC 10), 13=-855(LC 10) Max Grav 10=475(LC 16), 2=1 561 (LC. 15), 13=2023(LC 15) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2835/1228, 3-4=-2289/1067, 4-5=-2231/1077, 5-6=-1616/717, 8-9=-437/180,_ 9-10=-365/270 BOT CHORD 2-19=-1347/2565, 18-19=-1347/2565, 16-18=-1031/2029,.14-16=-1077/2231, 13-14=-712/1596, 12-13=-745/464, 7-12= 342/290, 11-12= 193/43& WEBS 3-18=-627/363,4-18=-101/556,4-16=-89/405;5-14= 774/453,6-14=-181/807, 6-13=-2010/944, 8-12=-641/355, 9-11= 188/454 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=5:6psf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0; Interior(1) 2-8-0 to 5-4-2, Exterior(2R) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 42-6-4, Exterior(2E) 42-6-4 to 46-6-4 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) TF is 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, with BCDL = 1 O.Opsf: 7) Bearing at joints) 10 considers parallel to grain value using ANSI/f•PI 1 angle to grain formula. Building designer should verify . caeacity of bearing surface: . 8) Provide mechanical connection (by others) of truss fo.bearing plate capable of withstanding 193 lb uplift at joint 10, 627 lb uplift at joint 2 and 855.lb uplift at joint 13. Michael S. Magid PE NoM681 . ... MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampp.K 33610 Date: June 812021 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 verifythe 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 bracingoftrusses and truss systems, see : ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke ast IJd. B �Easl Safety Information available from Truss Plate Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, 3 Job Truss Truss Type r pty a : Ply 2265 CR 3CAR T24252298 2776603 B13C: Hip 1 1 Job Reference (optional) Dueuers rnrstouurce triant L.ny, rLl, rlarlt Ldty, rL - ddoo/, p.4du s may 1 z:zuzl mi I eK Inctusmes; Inc. Mon Jun / 14:bU:4U zuzl rage 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-BzrpAaNed8tl E5E6eOc_imp9nLVcYP27tZ9nZnz8eRj �1-4-Q 6-6-15 13-0-0 19-11-3 26.8-13 33-8-0 39.1-11 46-8-0 y-4-d 6-6-15 6-5-2 6-11-3 6-9-11 6-11-3 5-5-11 7-6-5 Scale=:1:88.1 6.00 12 5xB = 6x6 = 5 28 29 30 6 5x8 �4... 27 3. . .:. ST1.5x8 STP = 26 o 1 P . 4x6 = 19 18 17 2x4 II 4xB 3x6 = 36 16 15 37 3x8 = 3x8 = 3x8 = 7 31 32 33 8 5x6 3x6 9 34 m .35 ST1.5xB STP = P12; = 11 10 Iv N 5x6 = o 14 ..13 3x6 = 5x6 11 4x6 3.50112 6-6-15 13-0.0 19-11-3 26-8-13 33-1%0 39-1-11 46-8.0 1 6-6-15 6-5-2 6-11-3 6-9-11 7:1-3 5-3-11 Plate Offsets (X,Y)-- [4:0-3-0,0-3-01, [5:0-6-0,0-2-81, [6:0-3-0,0-3-01, [8:0-3-15,0-2-131; [10:0-1-0,Edge1, [12:0-2-4,0-2-01, [13:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.15 15-17 >649 240 MT20 244/190 TCDL TO. LumberDOL1.25 BC 072 Vert(CT) - -0.17 11-22 >925 180' BCLL 0.0 .*. Rep Stress ]nor .. YES WB. .0.81 Horz(CT) 0.07 . 13 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 258 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-2:op purlins. BOT CHORD .2x4 SP No.2 *Except* BOT CHORD - Rigid ceiling directly applied or 3-6-11 oc bracing... .. 8-13 2x4 SP No.3. WEBS 1 Row at midpt 5-15, 7-12 WEBS 2x4 SP No.3 REACTIONS. (size) 10=0-8-0, 2=0-870,.13=0-4-0 Max Horz 2=286(LC 9) Max Uplift 10= 163(LC 10), 2=-646(LC 10), 13— 859(LC 10) Max Grav 10=412(LC 16), 2=1519(LC.15), 13=2252(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(lb).or)ess except when shown. TOP CHORD 2-3=-2651/1260, 3-5=-1960/1053, 5-6=-1622/1013,.6-7=-1622/1013, 7-8=-54/604, 8-9=-167/708, 9-10=-502/254: BOT CHORD 2-19— 1006/2514, 17-19=-1006/2514, 15-17=-615/1818, 14-15=-285/1019, 12-13=-2146/1.127,.8-12=-542/379, 1.1-12= 132/352, 10-11=-141/439 WEBS 3-19=0/269; 3-17=-796/441, 5-17=-129/628, 6-15=-395/358, 7-15=-431/965, 12-14=-306/1046, 7-12=-1831/904, 9-12=-1065/613, 9-11=0/375 NOTES- . ... 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=166mph (3-second gust) Vasd=124mph; TCDL=4.2psf; B.CDL=5:13psf; h=15ft; B=45ft; L=40ft; ea ve=6ft; Cat: 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-4-2, Exte6or(2R) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to 28-072,:Exterior(2R) 28=0-2 to 39-3714, Interior(1) 39-3-14 to 42-8-0.,.E.xtedor(2E) 42=8-0'fo 46-8-Q . 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) T4is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for alive: load of_20.0psf 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 anyother members, with BCDL = 10:0psf: 7) 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... 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 10, 646 lb uplift at joint 2 and 859 lb uplift at joint 13. . Michael s. Magid PE No.53661 MiTek USA; Inc.. FL Celt 6634 6904 Parke East Blvd. Tampa FL .3.3610 Date: June 8,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE10II-7473 rev. 5/19/2020 BEFORE USE. . Design valid for use only with MiTak® 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 membersonly; Additional temporary. and permanent bracing pp� � MiTek* ' is always:required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see , : ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component East Pad<e:East Blvd: rR36610. Salety Information available from Truss Plate Institute,:2670 Crain Highway, Suite6904 203 Waldorf, MD 20601 Tampa, Job Truss Truss Type pty'� Ply 2265 CR 3CAR T24252299 2776603 B15. HIP TRUSS 1 1. Job Reference (optional) DUIIUU15 rusrauurce triarn ugly, rL), riarn Uly, rL - 33001, b.43U s may 1z zuzl ml I eK InauStnes, Inc. mon Jun / 14:bU:41 'LU21 rage 1 ID:6gDIOH2OVegi NklsxoNemzyuULB-c9PCNwOGOS?urFplbj7DEzLFclgWHg8G5DvL6Dz8eRi r1-4-Q 5-3-15 8-11-0 - 15-0-0 23-4-0 31-8-0 , 35-2-9 41-5-0 1-4-0 S-3-15 3-7-1 6-1-0 8-4-0 8.4-0 3-6.9 6-2-8 Scale=1:77.3 6.00 F12 5x8 = 5x8 = 5x8 = ' 5 28 6 29 30 31 7 2x4 5x6 i 8 4 27 4x4 3x4 9 d 3 r ST1.5x8STP= 10 26 apI 16 o O m 1 2 2x4 = 15 .. 33 14 13 12 3411 IN o� 32 4x4 = 3z6 = . 3xB = 3i6 = 3x4 = 5x12 II 18 17 3x6 = 2x4 11 6x8 = 5-3-15 8-8-0 8-11-0 15-0-0 23-4.0 31-8-0 41-5-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 . .I/defl Vert(LL) _ -0.20 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.34 11-13 >999 180 BCLL 0.0 '. Rep Stress Incr YES WB. 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014. , . Matrix-MSH Weight: 221 lb FT = 20'/0 . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD - Structural wood sheathing directly applied. BOT CHORD. 2x4 SP No.2 *Except* BOT CHORD . Rigid ceiling directly applied or 4-1-10 oc bracing.. 4-17i 2x4 SP No.3, 1.4-16,10-12i 2x4 SP No.i " WEBS 2x4 SP No-3 SLIDER Right 2x6 SP No,2 4 2-6-0 REACTIONS. .. (size) 10=Mechanical, 2=0-8-0, 17=0-3-0 Max Horz 2=269(LC 9). Max Uplift 10=-546(LC 10), 2=-391(LC 10), 17=-892(LC 10) Max Grav 10=1448(LC 16), 2=372(LC:21), 17=1831(LC 15) FORCES. " (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-315/603, 3-4=-174/254; 4-5=-1488/846, 5-6=-2088/1263, 6=7= 2088/1263, .7-8=-2030/1130, 8-10 2166/1:193 BOT CHORD 2-18=-590/255, 17-.18=-590/255, 16-17=-1633/790, 4-16=-1540/81,6, 1:3-15=-508/1309, 11-13=-748/1748,.10-11=-914/1837 WEBS 4-15— 529/1396; 5-15=-282/290, 5-13=-514/1008, 6-13=-520/499, 7-13= 226/470, 7-11=-48/424, 3-18=-494/215, 3-17=-397/776 NOTES- .. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160rnph:(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C;. Encl.; GCpi=0.18; MW FRS (directional) and C-C Extedor(2E) -1-4-0 to 2-8-0, interior(1) 2-8-0 to 9-4-2, Exterior(2R) 9-4-2. to 20-7-14, Interior(1) 20-7-14 to 26=0-2, Exterior(2R) 26-0-2 to 37-5-0,:Extedor(2E) 37-5-0 to 41-5-0zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate:grip DOL=1.60 3) Building Designer/ Project.engineer responsible for. verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Prpvide adequate drainage to:prevent water ponding: 5) This truss:has been designed for a 10.0 psf bottom chord live load non.concurrent with any other Live, loads. 6) * This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0,0psf. 7) Roffer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to.beadng plate capable of withstanding 546 lb uplift at joint 10, 391 lb uplift at joint 2 and 892.Ib uplift at joint 17. Michael S. Magid PE No.53681 MiTek USA; Inc.. FL Cert 6634 East Blvd Ta p 6804 Parke m a FL 33810, D ate: :. . ' June 8,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE: Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, andis foran 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 - ANS11TP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke:East BlJd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610' Job Truss Truss Type Qty t Ply 2265 CR 3CAR T24252300 2776603 B17 HIP TRUSS 1 1 Job Reference (optional) ouuuoia nwro0uwe tnnnr uny, 171/, ncln uRy, rL - 00001, 0.40U 5 may I Z ZUZ I IVII I eK Ir1oUSITIe5, Inc. mon Jun t 14:OU:4J ZUZ I rage I ID:6gD IOH2OVegl Nkl sxoNemzyuULB-YYXyobQXw3Fb5ZzhJ89hJOQZYZW 1 ln9ZZW OSA6z8eRg r1-4-q 5-3-15 8-11-0 17-0-0, 23-4-0 29-8-0 35-4-12 41-5-0 t 1-4-0 5-3-15 3-7-1 B-1-0 6-4-0 6.4-0 5-8-12 6-0-4 Scale = 1:77.5 5x8 = 2x4 11 5x8 = 6.00 F12 5 296 30 31 32 7 3x4 6x8 28 8 4 33 . 4x4 I m 3x4 i 9 0 3 m ST1.5x7;27 10 I r4x4 6C0 2 =: 18 35 15 14 36 19 12 11 N 34 3x4 = 3x6 —_ 3xB = 3x4 = 4x6 __ 2x4 II 5x12RI II 19 18 3x6 = 2x4 I I .. 6x8 5-3-15 8-8=0 8-11-0: 17-0-0 23-4-0 29-8.0 35.4-12 41-5-0 5-3-15 3=4-1 0-�-0 8-1-0 6-4-0 5-8-12. 6-0-4 _Plate Offsets (X,Y)-- [4:0-4-0,Edge], [5:0-6-0,0-2-81, [7:0,6-0,0-2-81, [10:0-7-12,Edgel _LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) , I/defl Ud PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.15 11-13 >969 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.28 16-17 >999 .180 BCLL 0.0 .* Rep Stress Incr. YES WB 0.66 HOrz(CT) 0.08 10 n/a n/a . BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 233lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD .2x4 SP No.2 *Except* p BOT CHORD . Rigid ceiling directly applied or 4-1-9 oc bracing. 4-18: 2x4 SP No.3, 10-12: 2x4 SP No.1 WEBS 2x4 SP N0.3 SLIDER Right 2x6 SP No.2 -t 2-6-0 REACTIONS. (size) 10=Mechanical, 2=0-8-0, 18=0-3-0 Max Horz 2=310(LC 9) Max Uplift 10=-546(LC 10), 2=-392(LC 10), 18=-891(LC 10) Max Grev 10=1458(LC 16), 2=368(LC 21), 18=1865(LC 15) FORCES. ,(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD '2-3=-320/599, 3-4=-213/290, 4-5=-1567/906, 5-6=-1748/1142, 6-7=-1748/1142, 7-8=-1907/1103, 8-10=-2230/1176 BOT CHORD 2-19=-584/242, 18-19=-584/242, 17-18=-1686/813, 4-17=-1551/858, 14-16=-530/1375, 13-14=-889/1604,.11-13=-917/1898, 10,11=-917/1898 WEBS 3-18=-373/734, 4-16=-457/1337, 5-14=-329/653, 6-14=-386/376, 7=14=-100/268, 7-13= 85/471, 8-13=-358/271; 3-19=-495/216 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=5:8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp.C; Encl., GCpi=0.18; MWFRS,(directional) and C C Extedor(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 11-4-21 Exteri6r(2R) . 11-4-2 to22-7-14, Intedor(1) 22-7-14 to 24-0-2, Exterior(2R) 24-0-2 to 35-4-12,1nterior(1) 35-4-12 to 37-5-0, Exterior(2E) 37-5-0 to 41-5-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.66 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 psi 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 willfit between the bottom chord and any other members, with BCD = 10.Opsf. 7) Refer to girder(s) for truss.to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint 10, 392 lb uplift at . joint 2 and 891 lb uplift at joint 18. Michael S. Magid PE No.53661 MiTek USA; Iric. FL Cert 6634 68D4 Parke East Blvd. Tampa FL 33610 Date: . June 8,2021 Q WARNING - Verify designparameters and READ NOTES ON THIS AND INCLUDED MITE 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 in 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 T Mi Ilk- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems-, see ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd: Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610, Job Truss Truss Type r Qty' Ply 2265 CR 3CAR T24252301 2776603 121% HIP TRUSS' 1 1 Job Reference (optional) oLii ars F—touurce triam arty, rt-/, Want -ty, rt_ - oJDV I, 0.4JU S IVlay IZ ZUZ 1 IVII I eK Industries, Inc. Mon Jun / 114:00:44 ZUZI Page l ID:6gDIOH2OVegl NkisxoNemzyuULB-Ok5K?xR9hNNSijYttshwsczmiysDUFkioA7?iYz8eRf r1-4-q 5-3-15 8-11-0- 14-0-8 19-0-0 27-8-0 34-4-12 41-5-0 1-4-0 5-3-15 3-7-1 5-1-8 4.11-8 : 8-8-0 6-8-12 7-0-4 ' Scale=1:77.5 5x6 = 5x8 = 6.00 12 6 28 7 3x4 27 5 29.3x4 5x6 i 8 x. 4 30 44 0 3x4 i 9 3 ST1.5x8STP= 10 7 26 I� 16 T o iIo 15 . : 13 . :: m 1 2 5x8 = 32. 33 14 34 12, 11 . to N 3x8 - 3x4 — 2x4 11 _ 3x6 = 3x6 = 5xl2 11. 31 18 17 3x6 = 2x4 II 6x8 5-3.15 8-8-0 8-11-0 19-0.0 27-8-0 4-4 2: 41-5-0 5-3-15 3I 4�-1 0-0 10-1-0 8-8.0 6-8-12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0], [6:0-4-0,0-2-8], [7:0-5-8,0-2-4], [10:0-7-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 'I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC ' 0.88 Vert(LL) • -0.33 15-16 >999 240 . MT20 244/190 TCDL 7.0 - Lumber DOL 1.25 BC 0.81 Vert(CT) -0.59 15-16 >661 180 BCLL 0.0 '. Rep Stress Incr YES W B 0.64 - . Horz(CT) 0.10 10 n/a - n/a BGDL 10.0 Code FBC2020lfP12014: Matrix-MSH Weight: 2291b FT = 20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD _Structural wood sheathing directly applied. 6-7,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at micipt 5-16, 7-15 4-17: 2x4 SP.No.3, 1.4-16,10-12: 2x4 SP No.i WEBS 2x4 SP No.3 *Except' 7-15: 2x4 SP No.2 SLIDERRight 2x6 SP No.2 -t 2-6-0 REACTIONS. (size). 10=Mechanical, 2=0-8-0, 17=0-3-0 Max Holz 2=351(LC 9) Max Uplift 10=-549(LC 10), 2= 401(LC 10), 17=7879(LC 10) Max Grav 10=1465(LC 16), 2=370(LC 19), 17=1901(LC _15) FORCES. (lb) -Max. Comp./Max. Ten. - All.forces 250 (lb) or less except when shown. TOP CHORD 2-3=-339/633; 3-4=-245/333, 5-6=-1531/962, 6-7— 1322/938, 7-8=-17.90/1050,. 8-10=-2242/1160 BOT CHORD 2-18=-618/242, 17-18=-618/242, 16-17=-1692/744, 4-16=-311/247, 15-16=-561/1229,. 13-15=-603/1473, 11-13— 892/1906, 10-11=-892/1906 WEBS :3-1.7=-405/791, 5-16=-1728/802, 5-15=0/367, 6-15=-28/388, 7-15=-351/138, 7-13=-103/590, 8-13=-524/340, 3-18=-490/217 NOTES- 1) Unbalanced roof -live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp.C; Encl., GCpi=0.18; MWFRS'(directional) and C-C Exterior(2E) =1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-4-2, Exterior(21R) ' 13-4-2 to 33-3-14, Interior(1) 33-3=14 to 37-5-0, Exterior(2E) 37-5-0 to 41-5-0 zone;. cantilever right exposed ; porch.left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) :Building Designer / Project engineer responsible for verifying applied roof live load Shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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 2-070 wide will fit between the bottom.chord and any, other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. . 8) Provide mechanical connection (by others).of truss to bearing plate capable of withstanding 549 lb uplift. at joint 10, 401 lb upliftiat Michael S. Magid PE No.53681 joint 2 and 879 lb uplift at joint 17. MiTek USA; Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 . Date: June 8,2021 A WARNING -Verity design parameters andREAD 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[he 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 pennanerrubracing 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 Ea East st 6904 Parke Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL Job Truss Truss Type Qty ! ; Ply 2265 CR 3CAR T24252302 2776603 B21 HIP TRUSS 1 1: Job Reference (optional) ouuaers r rstaource triant any, r-L), riani ully, t-L - 6300t, t1.43U S May,I Z•ZUZ1 MI I eK muustnes, Inc. Mon Jun / 14:bo:46 2021 rage 1 I D:6gD IOH2OVegl Nk1 sxoNemzyuULB-y7C5QdS PC_dAyOhG_Hibxl2AbmUty3f?FUc6nRzBeRd T1-44 5-3-15 8-11-0 15-1-6 21-0.0 25-8.0 31-1-13 36-2-11 42-7-8 1.4.0' 5-3-15 6.2-6 5-10-10 4.8-0 .5-5-13 5=0-13' 6-4-13 Scale=1:B2.0 5x6 5x6 = r 6.00 12 6 7 4x6 3x4 526 8 5x6 5x6 9 . co o_ 4 27 6 .3x4 �. " 3 ST1.5x8 STP,= ST1.5x8 STP = 25 n 10 Iv 16 6 0 1 2 5x6 =. 29 30 15 31 14 :32 13 33 12 34 11 a 0 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 28 3x6 = 18 17 ...... ... .- 3x8 _ 2x4.11 6x8 =' 5-3-15 8-8-0 8-1f-0 17-4.8 25-B-0 33-7-0 42-7-8 5-3.15 3-4-1 0- -0 8-5-8 8-3-8 7-11-0 9-0-8 Plate Offsets (XX,Y)--[4:0-3-0,0-3-01,[6:0-3-0,0-2-01,[7:0-3-0,0-2-01,[9:0-3-0,0-3-01 . LOADING (psf) SPACING- 2-0-0' CSI. DEFL. in (loc) I/dellUd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. .0.60 Vert(LL) -0.19 13-15 >999 240 MT20 244/190 TCDL TO:. Lumber DOL 1.25 BC 6:99 Vert(CT) -0.37 11-24 >999 180 BCLL 0.0 * Rep Stress Incr .. YES WB ...1.00 Horz(CT) 0.07 10 n/a n/a BCDL. 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 238lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins. BOT CHORD .2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly -applied or 2-2-0 oc bracing. . 4-17: 2x4 SP No.3. WEBS 1 Row at midpt 5-16, 6-15 WEBS 2x4 SP No. 3 REACTIONS. (size) 2=0-8-0, 17=0-3-0, 10=0-7-8 :Max'Horz 2=405(LC 9) Max.Uplift 2=-411(LC 10), 17=-889(LC 10), 10=-569(LC'10) Max Grav 2=377(LC 19), 17=1975(LC 15), 10=1548(LC 16) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-403/656, 3-4=-312/372; 4-5=-268/274, 5-6=-1640/1027, 6-7=-1541/1003, 7-8=-1750/1034, 8-9==2612/1295,'9-10=-2802/1351 BOT CHORD 2-18=-606/263, 17-18=-606/263, 1.6-17=-1769/735, 4-16=-338/276, 15-16=-554/1459, 13-15=-436/1395,.11-13=-810/1947, 10-11=-1090/2453 WEBS 3-17=-397/787, 5-16= 1933/768, 5-15=-2/298; 6-15=-92/287, 6-13=-88/446, 7-13=-176/508, 8-13= 799/482, 8-11=-180/685, 9-11=-374/327, 3-18=-491/214 NOTES- 1) .Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=166mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5:8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. fl; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2; Exterior(2R) 15-4-2. to 31-1-13, Interior(1) 31-1-13 to 38-7-8; Exterior(2E) 38-7-8. to.42.-7-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber'DOL=1.60 plate grip DOL=T.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any:other live loads. 6) *This truss has been designed for a;live.load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint 2, 889 lb uplift at . . joist 17 and 569 lb uplift at joint 1.0. Michael S. Magid PE No.63681 MiTek USA; Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-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. membersonly. Additional temporary and permanent bracing MIT@�C* 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 ANSUlPII Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke eEast Blvd: Satetylntonnation available from Truss Plate Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6610' Job Truss Truss Type Qty I Ply 2265 CR 3CAR T24252303 2776603 C1 JACK -OPEN TRUSS 8 1 Job Reference (optional) ouuuers nrsrouurca trldIR uriy, rL/, rmrn i 11y, rL - 0000/, -1-4-0 0.40U s may 1 G-LUL 1 N11 I eK Inuusines, Inc. Mon Jun i 14:nv:4`J LUL7 rage 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-NiuD3fUIVv?IpUQrgPG5ZfgnYzlL9fyRxSrmOmz8eRa 0-11-4 0-11-4 Scale =1:7.6 m 0 N L9 O 0-11-4 Plate Offsets (X,Y)-- [2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d 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 11 b BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=79(LC_ 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4— 15(LC 1) Max Grav 3=21(LC 10), 2=159(LC 15), 4=45(LC 10) 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=5.8psf; h=1'5ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss.component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a -live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 3, 195 lb uplift at joint 2 and 15 lb uplift at joint 4. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verity design'parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 pennanent�bracing �/� T is always. required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IVI� lPk� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type t City r Ply 2265 CR 3CAR T24252304 2776603 C3 JACK -OPEN TRUSS 6 1: Job Reference (optional) Dunuers nrstouutue triarn wy, rLI,- rent Uny, rL - dbooi, -1-4-0 o.4Uu s may i Z eue I mi i eK inausmes, inc. mon uun i i4:ou:ol ZUZI rage i ID:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-J50_UKWYl WFT2oaDngJZe4m72nQhdZSkPmKtSez8eRY 2-11-4 N L9 Scale=1:12.7 2-11-4 2-11-4 Plate Offsets (X,Y)-- [2:0-4-4,070-41 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) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr . YES WB . 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014. Matrix -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=132(LC 10) Max Uplift 3=-52(LC 10), 2=-155(LC 10) Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=1'5ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) 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 of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 165 lb uplift at - joint 2. • Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 MITPrk• is always, required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 f Qty' Ply 2265 CR 3CAR T24252305 2776603 C5 . JACK -OPEN TRUSS 6 1 Job Reference (optional) nunuers rlrsmource triarn u1y, rLl, rlant uIry, M - aa00t, 1 0 1-4-0 4. 1 3x4 = u.4Ju s may l z zuzl mi I eK Inausines, Inc. mon Jun / i4:bu:bl zuzl rage i ID:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-J50_UKWY1 W FT2oaDngJZe4m2XnLKdZSkPmKtSez8eRY 4-11-4 4-11-4 -4 m o> 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 0.52 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 >908 180 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=185(LC 10) Max Uplift 3=-107(LC 10), 2=-163(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown.covers rain loading requirements specific to the use of this truss component. 3) This truss,has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 163 lb uplift at joint 2. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 properiy.incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary, and permanent bracing Mi Prk• is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the IT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see . ANSM11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Info nmation available from Truss Plate Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ' Qty. Ply 2265 CR 3CAR T24252306 2776603 D7 Half Hip Truss 1 2 Job Reference (optional) ouuuer5 mrstauume Irian Vriy, rL), rlani Uiy, rL - 0,1301, u.46u s may 1 z zuz1 mi I eK mausineS, Inc. Mon Jun r 14:bl :ub zuzl rage 1 ID:6gDIOH2OVeg1NklsxoNemzyuULB-vnsGQ7hKkgOUkxewbmZrC1LMnQ7KvjVodyjcygz8eRK t1-4-Q 7-0-0 13.0-15 18-10-5 24-7-12 30-5-3 36-2-9 42-3-8 1-4.0 7-0-0 6-0-15 5-9-7 5-9-7 5.9-7 5-9-7 6-0-15 Scale = 1:75.7 5x6 = 6.00 F12 3 3x8 = 3x4 = 46 2x4 II 3x4 = 23 4 24 5 6 7 25 26 8 3x8 = 3x6 = 5x6 = g 10 11 20 19 18 17 16 15 14 13 12 ST1.5xB STP — 4x4 = 2x4 11 6x8 _ 44 = 6x8 — 4x6 = 5x6 = 2x4 = 46 = 4x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lob) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC. 0.89 Vert(LL) 0.72 16-17 >704 240 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.87 16-17 >584 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) . . 0.11 12 n/a n/a BCDL. 10.0 Code FBC2020ITP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 `Except* 4-20,11-13: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 12=0-3-8 Max Horz 2=243(LC 8)' Max Uplift 2=-1838(LC 8), 12=-1903(LC 8) Max Grav 2=3839(LC 13), 12=3792(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7803/3774, 3-4=-7046/3480, 4-5=-11666/5848; 5-7=-11325/5681, 7-8=-11325/5681, 8-10=-9374/4705, 10-11==5695/2856, 11-12= 3642/1940' BOT CHORD. .2-20=-3444/6949, 19-20=-5178/10309, 17-19=-5178%1.0309, 1.6-17— 5848/11666, 14-16=-4705/9374, 13-14=-2856/5695 WEBS 3-20=-868/2315, 4-20=-3861/1967, 4-19=0/350, 4-17=-781/1616, 5-17=-566/541, 5-16= 397/236, 7-16=-775/666, 8-16=-1139/2276, 8-14=-1928/1230, 10-14=-2157/4291, 10-13=-3050/1835, 11-13= 3251/6508 PLATES GRIP MT20 244/190 Weight: 508 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 8-11-14 oc bracing. 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) W1nd: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft;. eave=.5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60:01ate grip DOL=1.60 5) Building;Designer/ Project engineer responsible for verifying applied roof'Iive 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 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) 12 considers parallel to grain value using ANSUTPI 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 1838 lb uplift at joint 2 and 1903 lb uplift at joint 12. 11) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 _ MOW, is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see : ANS!/TP11 Duality Criteria, DSB-89 and BCS! Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute„ 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type ' Qty' Ply 2265 CR 3CAR T24252306 2776603 D7 . Half Hip Truss 1 Z Job Reference (optional) ounuers rubLauurue triant ldty, rL), rlani Uty, rL - JJ001, tl.4Ju s may lz zuzl ml I eK Inauslnes, Inc. mop Jun i 14:b1:Ub zuel rage z ID:6gDIOH2OVeglNkisxoNemzyuULB-vnsGQ7hKkg0UkxewbmZrCILMnQ7KvjVodyjcygzBeRK NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605 lb down and 376 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (plf) Vert: 1-3=-54, 3-11=-118(F=-64), 2-12=-44(F= 24) Concentrated Loads (lb) Vert: 3=-347(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-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-99 and BCSI Building Component 6904 Parke East Blvd. Safety Informal ion available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ' Oty Ply 2265 CR 3CAR T24252307 2776603 D9 Half Hip Truss 1 1 Job Reference (optional) ounue15 nrstauwue trram uny, rLI, riarn uny, rL - 0,50131, m4JU S May I ZUZI MI I eK InausmeS, Inc. Mon Jun / 14:bl:U/ 2UZ1 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-rAzl gpiaGRGCzFoliBbJISOhBEf?Naw54FCjliz8eRl t1-4-q 4-6-10 9.0-0 17-6.0 25-7-12 33-9-8 42-3-8 1-4.0 4-6-16 4-5-7 B-6-0 8-1-12 8-1-12 8.6.0 Scale = 1:75.7 5x8 = 5x8 = 6.00 F12 4 21 22 23 5 m dI � 0 9-0-0 17-6.0 r 9-0.0 8-6-0 2x4 11 6 24. 25 . 5x8 = 5x6 = 7 26 8 w 0 v 15 14 13 12 11 .. 10 9 3x8 — 3x4 = 4x6 _ 4x4 = 3x10 = 4x6 5x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.46 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.68 12-13 >742 180 BCLL 0.0 Rep Stress [nor. . YES WB 0.93 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MSH Weight: 223 lb FT = 20:/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,7-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at micipt 8-9, 5-12, 7-12, 8-10 WEBS 2x4 SP N6.3 *Except* 4-13,8-10: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 9=0-3=8 Max Horz 2=297(LC 10) Max Uplift 2= 795(LC 10), 9=-720(LC 10) Max Grav 2=1633(LC 1), 9=1558(LC 1) FORCES.. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3060/1713, 3-4=-2808/1535, 4-5=-3587/1972, 5-6=-3505/1847, 6-7=-3505/1847, 7-8=-2385/1242, 8-9==1482/874 BOT CHORD 2-15=-1734/271 1,.13-15=-1449/2474,12-13_ 1984/3601, 10-12=-1267/2421 WEBS 3-15=-346/316,4-15=-30/414,4-13= 593/1348,5-13=-474/374,6-12=404/345, 7-12=-668/1248; 7-10=-1105/774, 8-10=-1390/2673 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.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterfor(2R) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 38-1712, Exterior(2E) 38-1-12 to 42-1-12_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) Tbis 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'cho.rd 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) 9 considers parallel to grain value using ANSI/fPI 1 angle to -grain formula. Building designer should verify capacity of bearing surface.. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 lb uplift at joint 2.and 720 lb uplift at joint 9. Michael S. Magid PE No.53661 MiTek USA; Inc. FL Cert 6634 68114 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE: ' . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, end is for an Individual building component, not a truss system. Before use, the building designer must verify,the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek" Is always, required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems; see : ANSI?PI1 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 2265 CR 3CAR T24252308 2776603 D11 HALF HIP TRUSS 1 .1 Job Reference (optional) uuo.a . uaw�uwo tr.d. n V Ly, rL-), rldl Il l Ry, rL - JJDOr, n.46U s may I z zuzl NII I eK mousines, Inc. mon dun f 14:01J:bJ ZUZI rage l ID:6gDIOH2OVeglNklsxoNemzyuULB-Ff7kuOYoZBWBH5kcvFLijVrHbbzV5EG1s4pzxxz8eRW 4- 5-8-8 5-8-8 11-0-0 18-10-12 26-7-12 34-4-12 42-3-8 1-4-0 543-9 7-10-12 7-9.0 7.9-0 7-10-12 Scale=1:75.9 m yI 0 5x6 = r n 4 19 20 3x4 21 5 5x6 622 23 3x6 = 3x4 11 7 24 8 l7 0 14 .. — .. Iu 9 3x8 = 3x8 — 46 = 3x4 = 5x6 - W B = 44 = 5x6 11 11-0-0 21-5-12 31-9-12 42-3-8 11.0-0 10.5-12 10-4-0 10-5-12 Plate Offsets L,Y)--[2:0-8-0;0-0-141,[4:0-3-0,0-2-0),[6:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.37 12-14 >999 240 MT20 244/190 TCDL 7.0 . Lumber DOL 1.25 BC 0.60 Vert(CT) -0.64 12-14 >793 180 BCLL 0.0 ' Rep Stress Incr YES W B 1.00 : Horz(CT) 0.14 9 n/a ri/a BCDL 10.0 Code FBC20201TPI2014 Matrix-MSH Weight: 223lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD; 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or. 5-10-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14 . OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 7-9 REACTIONS. (size) 2=0-8-0, 9=0-3-8 'Max Horz 2=351(LC 10) Max. Uplift 2=-789(LC 10), 9=-726(1_C 10) Max Grav 2=1953(LC 'l5), 9=1800(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3543/1674, 3-4=-3168/1451, 4-5=-2827/1387, 5-6==3514/1610, 6-7=-2615/1136 ' BOT CHORD 2-14=-1742/3226, 12-14=-1703/3474, 10-12=-1531/3220, 9-10==1001/2103 WEBS 3-14=-478/406, 4-14=-260/1089, 5-14=-915/389, 6-12=-l16/431, 6-10= 889/580, 7-10=-320/1215, 7-9=-2542/1216 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-2, Extedor(2R) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 38-1-12, Exterior(2E) 38-1-12 to 42-1-12 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 adequatedrainage to prevent water ponding. 5) This truss has been designed -for a 10.0 psf bottom chord live load nonconcumant with any. other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord :and any other members, with BCDL = 1 O.Opsf. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to.grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 789 lb uplift at -joint 2 and 726 lb uplift at joist 9. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must 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 permanentbracing MOW always required for stability and to prevent collapse with possible personal injury.and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate:lnstitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type ' Qty Ply 2265 CR 3CAR T24252309 2776603 D13 Hip Truss 1 1 Job Reference (optional) Duauers nrsrauurce trianr t,ny, rLI, want ldly, rL - Od00/, m4ou s may 1,z:zuzi mi I eK rnausines, Inc. man dun t 14:0U:04 ?Uzi rage i ID:6gDIOH2OVegl Nkl sxoNemzyuULB-jgh66MYQKRe2vFloSysGG]OYD_EBgTB5kYX3zz8eRV 11-4-Q 6-1-0 11-2-0 13-0-0 20-11-0 28-10-0 33-8-0 38-1-13 42-3-8 1-4-0 6-1-0 5-1-0 1-10-0 . 7-11-0 7-11-0 4-10-0 4-5-13 4-1-11 Scale = 1:77.3 5x6 = 6.00 12 5x8 = - 46 = 5x8 = 2x4 11 5 26 27 6 28 29 7 30 8 .:20 19. . 14 . 13 12 11 3x6 — . 5x6 =, 2x4 I 2x4 II 5x8 = 6xB = 6-1.0 11-2-0 20-11-0 28-10-0 33-8.0 42-3-8 6-1-0 r 5-1-0 9.9-0 7-11-0 4-10-0 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [5:0-3-0,0-2-0], [6:0-4-0,0-3-01, [8:0-6-0,0-2-81, [15:0-6-0,0-3-01, [16:0-3-8,Edge], [17:0-4-8,0-3-4] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl: Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.44 16-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.84 16-17 >599 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.31 11 n/a n/a BCDL. 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 256 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 -Except* TOP CHORD' Structural wood sheathing directly applied or 2-7-10 oc purlins, 5-6,6-8: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. Except: 4-19,7-13: 2x4 SP No.3, 16-17,15-16: 2x4 SP No.1 10-0-0 oc bracing: 17-19, 13-15 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at mfdpt: 9-11 17-20,10-11: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Harz 2=236(LC 9) Max Uplift 2=-792(LC 10), 11=-697(LC 10) Max Grav 2=1655(LC 1), 11=1581(LC 1) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD' '2-3=-3104/1676, 3-4=-4137/2325, 4-5=4098/2411,.5-6==3779/2212, 6-7=-3770/22041 7-8=-3227/1930, 8-9=-1927/1178 BOT CHORD 2-20=-1511/2751, 16-17=-1641/3137, 15-16=-1658/3254, 7-15=-692/493, . 11-12=-775/1331 WEBS 3-20=-991/670, 17-20=-1606/2961, 3-17=-410/914, 5-17=-685/1382, 5-16=-330/898, 6-16=-472/442, 7-16= 301/664, 12-15=-854/1780, 8=15=71149/2189, 8-12=-890/503, 9-12=-80/529, 9-11=•1884/1132 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C;' Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E).-1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-4-2, Extedor(2R) 7-4-2 to 18-7-14, Interior(1) 18-7-14"to 28-0-2, Exterior(2R) 28-0-2 to 38-1-13, Exterior(2E) 38=1-13 to 42-1-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. . 4) Provide adequate, drainage to prevent Water,ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of, withstanding 792 lb uplift at joint 2 and 697 lb uplift at . joint 11. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 69114 Parke East Blvd. Tampa FL 33810 Date: June 8,2021 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE.USE.�� . Design valid for use only with 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 overalls building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanenRbracing, MOW. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate lnslitute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252310 2776603 D15 HIP TRUSS 1 1 Job Reference (optional) ouuaers nrsiouurce, Irian uiy, rLl, rlani uliy, r-L - �500b/, t3.43U S May 1,Z ZUZI MI I eK InclusmeS, Inc. Mon Jun t 14:bU:bb ZUZI vage 1 ID:6gDIOH2OVegl Nki sxoNemzyuULB-g2ptX2ahs3ul9ZSBaNukLBTgioxplbZTY21 eBsz8eRT 11-4-q 6-1-0 11-2-0 15-0-0 20-10-0 28-10-0 31-8-0 , 36-9-14 , 42-3-8 1-4-0 6-1-6 5-1.0 3-10-0 5-10-0 8-0.0 2-10-0 5-1-14 5-5-11 Scale=1:77.2 6.00 F12 0 O 5x6 = 5 5x6 = 6 46 = 5xB = 27 28 7 36 8 IN 1N .21 20 3x8 = 14 13 12 11 3x6 — 5x8 = 2x4 2x4 11 4xB = 6x8 = 6-1-0 11-2-0 20-10-0 28-10-0 31-8-0 42-3-8 6-1-6 ' 5-1-0 9-8-0 8-0.0 2-10.0 10-7-8 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [5:0-3-0,0-2-0], [6:0-3-0,0-3-0],[8:0-6-0,0-1-12],.[12:0-3-0,0-1-8], [15:0-6-8,0 5-0], [18:0-3-O,Edge], [21:0-3-8,0-2-8] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TIC 0.87 Vert(LL) -0.58 16-18 >864 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 6.88 Vert(CT) -1.03 16-18 >489 180 BCLL . 0.0 Rep Stress,lncr YES WB 0.97 Horz(CT) 0.34 11 n/a n/a BCDL, 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 267lb FT=20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD. 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly -applied or 4-9-3 oc bracing.. Except: 2-19: 2x4 SP No.2, 17-18,11-14i 2x4 SP No.1, 15-17: 2x4 SP M 31 6-0-0 oc bracing: 13-15 WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 18-20 18-21,8-15: 2x4 SP No.2, 10-11: 2x6 SP No.2 WEBS 1 Row at rriicipt: 8-12, 9-11 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-3-8 Max Horz 2=276(LC 9) Max Uplift 2= 791(LC 10), 11=-695(LC 10) Max Grav 2=1999(LC 15), 11=1888(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3735/1676, 3-4=-5053/2343,4-5=-5127/2499,.5-6=-3649/1904, 6-7=-3649/1904, 7-8=-3164/1731,8-9=-2281/1222 BOT CHORD 2-21=-1505/3470,.4-18=-300/321, 16-18— 1419/3386, 15-16=-1408/3274, 7-15=-626/444, 11-12=-855/1684 " WEBS 3-21=-1194/660, 18-21=-1584/3725, 3-18= 447/1137, 5-18=-905/2141, 5-16=-193/701, 6-16=-417/403, 7-16==186/551, 12-15=-1007/2608, 8-15=-1292/2860, 8-12— 1672/773, 9-12=-22/504, 9-11 =-21 57?11157 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.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. Il; Exp'C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-4-2, Exterior(2R) 9-4-2 to 20-10-0, Interior(1) 20-10-0-to 26-0-2, Exterior(2R) 26-0=2 to 37-3-14, Interior(l) 37-3-14 to 38-0-12, Exterior(2E) 38-0-12 to 42-0-12 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 71 Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 791 lb uplift at joint 2 and 695 lb uplift at joint 11. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verify design parameters and READ NOTES ON.THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only, upon parameters shown, and is for an individual building component, not - . a truss system. Before use, the building designer must verify the, applicability of design parameters and propedy incorporate this design into the overall: _'• building design. Bracing indicated is to prevent buckling of individual truss web,and/or,chord members only. Additional temporary and permanent bracing MiTek'. is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 a Tampa, FL'36610 Job Truss Truss Type City .. Ply 2265 CR 3CAR T24252311 2776603 D17. Hip Truss 1 1 Job Reference (optional)" burners mrStbource tviant Gny, rL), viani l:ny, f-L - Udbb/, 6.40U s May l,Z ZUZI MI I eK mausines, Inc. rviu t Jun r Iw:ou:00 ZVZ i rage i ID:6gDIOH2OVegl Nkl sxoNemzyuULB-cRxdykbxNgBTOtcZhoxCQZYB2cbUm W nmOM W kCkz8eRR i1-4-q 5-3-8 7-7-8 11-4-9 17-0-0 23-4-0 29-8-0 35-6-4 42-3-8 1.4-0: 5-3-8 2=4-0 3-9-0 5-7-7 6.4-0 6=4-0 5-:10-4 6-9.4 Scale = 1:77.9 5x8 2x4 11 6x8 6.00 12 6 287 29 30 31 8 4x8 i 5 2x4 I I 6x8 4 3 ST1.5x8 STP = 27 0. w 1 2 10z12 _ .. 19.. .1 2x4 11 0 32 o 4x6 _ m 10 o Cl N oN ..21.. ... 23 22 14 13" 12 11 3x6 -' . 6x8 = 3x4 11 2x4 11 412 = 46 11 5-3.8 7-7-8 11-4-9 17-0-0 23-4-0 27-1-8 29-8-0 , 35-6-4 _ 42-3.8 5-3-8 2-4-0 .. :. 3-9.0 5-7-7 6-4-0 3=9-8 : 2-6-8 5-10.4 -Plate Offsets (X,Y)-- [5:0-3-9,0-1-81, [6:0-6-0,0-2-81, [8:0-4-0,0-1-151, [1 1:Edge,0-3-81,120:0-4-4,0-5-01, [23:0-3-8,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) : I/defl" Ud PLATES GRIP TCLL 20.0 Plate Grip DOC 1.25 TC 0.76 Vert(LL) 0.53 21 >952 240 MT20 244/190 TCDL 7.0 . Lumber DOL 1.25 BC 0.93 Vert(CT) -0.83 21 >612 180 BCLL 0.0 Rep Stress Incr YES WEI 0.92 Horz(CT) 0.38 11 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix-MSH Weight: 289lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD _Structural wood sheathing directly applied or 1-11-9 oc purlins, . . 3-6: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP.No.2 *Except* BOT CHORD :Rigid. ceiling directly applied or 2-2-0 oc bracing. Except: 17-20,15-17: 2x6 SP.No.2, 8-13: 2x4 SP No.3 10-0 oc bracing: 20-22, 13-15 WEBS 2x4 SP No.3'Except* WEBS 1 Rowel midpt 5-18 3-20,20-23,5-20: 2x4 SP-No.2 REACTIONS.. (size) 2=0-8-0, 11=0-3-8 . Max Horz.2=318(LC 9) Max Uplift 2=-788(LC 10), 11=-693(LC.1.0) Max Gray 2=201.3(LC 15), 11=1888(LC 16) FORCES.' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3790/1675, 3-4=-7833/3454; 4-5=-7751/3475, 5-6==3426/1744, 6-7=-3065/1708', 7-8=-3065/1707, 8-9= 2902/1545, 9710=-2216/1113, 10-11 =-1 778/950 BOTCHORD 2-23=-1509/3556,.19-20=-1979/4688, 18r19=-1979/4688, 16-18=-1242/3141, . 15-16=-1057/2603,' 8-15=-125/643 WEBS 5-18=-1862/883, 6-18=-399/1220, 6-16=-136/334, 7-16=-387/394, 8-16=-352/785, " 9-12=-1055/683, 10-12=-891/1932, 12-15=-915/1984,"9=15=-191/879, 3-23=-3187/l455, 3-20- 1493/3625,.20-23=-2002/4742,.5-19=0/302, 5-20=-1355/3293 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp'C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)"-1-4-0:to 2-8-0, Interior(1) 2-8=D to l l-4-2, Exterior(2R) 11-4-2 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Exterior(2R) 24-0-2 to 35-6-4, Interior(1) 35-6-4 to 38-1-12, Exterior(2E) 38-1-12 to 42-1-12 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 psi bottom chord live load nonconcurrent with any other jive loads. " 6) * This truss has been designed for a live load of 26.0psf on the bottom chord in all areas where a rectangle 3-670 tall by 2-0-0 wide will fit between the bottom.chord and any other members, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 788,lb uplift. at joint 2 and 693 lb uplift at joint 11. Michael S. Magid PE No.53661 MiTek USA, Inc: FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361.0 Date: tine 8,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIT EK 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 MF 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.. .. MOTek* 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//Tpll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety yInformation: available from Truss PlateInstitute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252312 2776603 D19 HIP TRUSS' 1 2 Job Reference (optional) t1UltaerS rIrsmource frlani filly, t-L), rlani uly, I-L - JJbb/, C.4aU s May I e eUE I IVII I eK InUUSIrieS, inc. ivian Jun r 14:o I:ue eue I raye I - ID:6gD IOH2OVegi Nkl sxoNemzyuU LB-UCA8n5fRRvevtUwLwe?8bPMD_Ai LxMw_UyLW z8eRN r1-4-Q 3-0-0 4 O-QS-7-8 9-0-13 12-3-12 19.0.0 23-4.0 27-8-0 28-1010 35-5-0 42-3-8 �44-0-01 1.4-0. 3-0-0 0- 1-7-8 3-5-5 3-2-15 6-8=4 4-4-0 4-4.0 2- 6-7-0 " 6-10-8 1-8-8-8-8 Scale =1:77.9 THIS TRUSS IS DESIGNED.TO SUPPORT ONLY Z-0" 5x6 = OF UNIFORM LOAD AS SHOWN. 3x4: _ 5x6 = 4x6 .. 7 .8... 930 10 6.00 F12 .5x6 O 29 31 5x6 6 3x10 -5� 11 2x4 11 5 32 _o 7x8 4 4x6 m 12 ST1.Sx8STP= 3 28 1 17 68— 1�1 m 1 2 8x10 = .20 19 33 34 _ .18 .. N a . ?i 4x4: _ 74. 24 23 22 46 — 15 14 13 6 3x6 — " 2x4 11 4x6:= 2x4 I I 3x8 = 3x6 11 3-0-0 4 0-Q 6-8-0 9-0-93 12-3-12 19-0-0 27-8-0 23-1010 35-5-0 42-3-8 3.0-0 0- 2-8-0 2-4-13 3-2-15 6=8.4 8-8.0 2- 6-7-0 6-10-8 Plate Offsets (X,Y)-- [6:0-3-0;0-3-01, [7:0-3-0,0-2-01, [9;0-3-0,0-2-01, [11:0-3-0 0-3-01, [17:0-6-4,0-4-01, [19:0-2-12,0-4-81, [21:0-4-0,Edgei LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (10c) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.38 22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.58 22 >872 180 BCLL 0.0. ' Rep Stress Incr . YES WB 0.78 : Horz(CT) 0.27 13 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix-MSH Weight: 616 lb FT = 20 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 Do purlins, BOT CHORD 2x4 SP No.2'Except' except end verticals: 19-21,17-19: 2x6 SP No.2, 10=16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No:3 *Except' 10-0-0 oc bracing: 21-23, 15-17 8-18,3-21: 2x4 SP N6.2 JOINTS 1 Brace MOO): 17 REACTIONS. (size) 2=0-8-0, 13=0-3-8 Max Horz 2=359(LC 9)' Max Uplift 2=-789(LC 10), 13=-698(LC 1.0) Max Grav 2=1993(LC 15), 13=1 847(LC.16) FORCES. .(Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 2-3=-3758/1639, 3-4= 9334/4028, 4-5=-9440/4131, 5-6=4658/2210, 6-7=-3035/1585, 7-8=-2675/1510, 8-9= 2350/1404', 9-10=-2634/1570, 1 0=1 1 =-2847/1561, 11-12=-2172/.1098, 12-13=-1738/936 BOT CHORD 2-24=-1501/3583,.23-24=-1505/3585, 21-23=-1051/2662, 20-21=-2378/5674, 19-20=-1816/4350, 18-19=-1069/2654, 17-18=-1064/2518,.10-17=-317/652' WEBS 6-20=-403/1339, 6-19- 1838/893, 7-19=-388/1025, 8-18=-444/254, 9-18=-609/1081, 10-18= 851/604, 14-17= 906/1885, 11-17=-209/845, 11=14=-1017/689, 12-14=-869/1884, 8-19=-179/268, 5-20=-1697/716, 3-21= 3365/8108, 5-21=-1702/4189, 3-23=-4029/1679 NOTES- . . 1) 2-ply truss to. be connected together with 10d (0A 31 "x3") nails as follows:; Top chords connected as follows: 2x4 1 row at 0-9-0 Do. Bottom chords connected as follows: 2x4:- 1: row at 0-9-0 oc, 2x6 -2 rows staggered at 0-9-0 Do. Webs connected as follows: 2x4-= 1 row at 0-9-0 Do. 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 lye loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C;'Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)'-1-4-0 to 2-8-0, Interior(1) 2-8-0 to 13-4-2, Exterior(2R) 13,�4-2 to 33-3-14, Interior(1) 33-3-14 to 38-1-12, Exterior(2E) 38-1-12 to 42-1-12 zone;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 the use of this truss component. Michael S. Magid PE No.53681 6) Provide adequate. drainage to prevent wateFponding. MiTek USA, Inc: FL Cett 6634 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd. Tampa FL 33810 8) ' This truss has been designed for a live load of 20.0.psf on the bottom chord in all areas where a rectangle 3-6-0 tall by P-0-0 wide Date: will fit between the hnttom rhord snrf nnv nther memhers- with RCnI = 1 n nncf Dint 13 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the. applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. - . . Welk'.. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see . ANSYTPll Quality Criteria; DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation: available from Truss Plate: Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. Tampa, FL 36610 _ Job Truss Truss Type Qty Ply 2265 CR3CAR T24252313 2776603 D21: Hip Truss 1 A Job Reference (optional) Cuuaers rlrsiJOurce trlam l:ny, rLJ,; r'Iani Gny, t-L- JJbb/, ts.4Ju s may 1z,zuzi mi I eK InaUsines, Inc. ivion Jun i 14:o I:u4 zuz I rage i ID:6gDIOH2OVegl Nkl sxoNemzyuULB=RbluCngizW ud6o3j232cggoDzOfDAGCfOlz3QOz8eRL 11-4-q 6.3-0 13-7-8 21.0-0 25-8.0 28-10.0 34-11-0 42-3-8 1-4-0 6-3-6 7-4-8 7-4-8 4-8-0 3-2-0 6-1=0 7-4-8 Scale=1:79.4 5x8 —'.. 6.00 F12 .. 5x6 = 5 6. 2x4 II' . .. ... 7 5x6 24 ... 25 4 5x6 .. 8 .. ' .. .. m 5x6 d 26 d 3 4x6 9 ST1.5x8 STP = 23 18 14 ? o 5x8 — oIo m 1 2 3x4 = 16 28 29 N1IN 0 5x6 = 3x6 —_ 3x8 17 15 = 27. 19 13 12 11 10 3x6 — 46 11 2x4 11 4x8 = 06 :11 6-0-0 6-�-0 13-7-8 T 0.0 27-8-0 26-1%1 34-11-0 42-3-8 6-0.0 0• -0: 7-4-8 7-4-8 6.8-0 2- 6=1-0 7-4-8 Plate Offsets (X,Y)-- [3:0-3-0;0-3-0], [4:0-3-0,0-3-4], [5:0-3-0,0-2-0], [6:0-3-0,0-2-0], [8;0-3-0;0-3-0], [9:Edge,0-1-12], 110:Edge,0-3-81, [14:0-2-12,0-2-12], [19:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES. GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.73 Vert(LL) 0.17 19-22 >421 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.85 Vert(CT) ' - -0.43 14-15 >999 180 BCLL 0.0 '. Rep Stress Incr YES WB 0.73 . Horz(CT) 0.09 10 n/a n/a BCDL. 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 265 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. . 3-19;7-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-11-2 oc bracing. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 12-14 WEBS 1 Row at micipt 4-15, 6-15 REACTIONS. (size) 2=0-8-0, 19=0-3-0,,10=0-3-8 Max'Horz 2=512(LC 9) Max Uplift 2=-332(LC 10), 19=-806(LC 10), 10= 597(LC 10)' . Max Grav 2=286(LC 16), 19=1986(LC 15), 10=1631(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250'(Ib) or less except when shown. TOP CHORD 2-3=-481/458, 3-4=-2212/1140, 4-5= 1865/1077, 5-6=-1596/1063, 6-7=-2286/1343, 7-8=-2269/1194, 8-9=-1931/949, 9-10=-15141798 BOT CHORD 18-19=-1947/843, 3-18=-1833/880, 17-18=-112/271, 15-17==712/2145, 14-15=-436/1664, 7-14=-286/313 WEBS 3-17=-604/1895, 4-15=-499/351, 5-15L.-130/592, 6-14= 459/1019, 11-14=-620/1669, 8-14=-39/505, 8-11=-755/484,,9-11=-635/1576 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=.160rriph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF.RS (directional) and CrC Exterior(2E) -1-4-0 to 2-8-0, InWrior(1) 2-8-0 to 15-4-2, Exterior(2R) 15=4-2 to.31-3-14, Interior(1) 31-3-14 to 38-1-12; Exterior(2E)'38-1-12.to 42-1-12 zone; cantilever left and right exposed ; end vertical . left and right exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip . DOL=1.60 3) :Building Designer / Project engineer responsible for verifying applied roof'live- load shown covers rain loading requirements specific to the use of this trusscomponent. 4) :Pr;ovide 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 five loads. - 6) ' This truss has been designed for alive: load of,20.Opsf on the bottom chord in all areas where a: rectangle 3-6-0 tall by 2-0-0 wide will fit between:the bottom chord and any other members, with BCDL = 10:Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 332 lb uplift at joint-2, 806 Ib uplift at joint 19 and 597 lb uplift at joint 1.0. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361p ...Date:.: " June 8,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properiy.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 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 ANS17TP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information_ available from Truss Plate: Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 ... .. Tampa, FL 36610 Job Truss Truss Type Qty . Ply 2265 CR 3CAR T24252314 2776603 E7 : JACK -OPEN TRUSS 34 1 Job Reference (optional) esmlaers rlrstaource trianl UIry, rt_/, marl u1y, rt_- j3eot, . 1_4_0 1-4.0 i 0.40u51v1ay 1e4U411vu,enuluu5L11Ub,un). 1vlundun r 1-1-0-1 rays r I D:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-J MXP29j Cl l P2bPNUHu6Yggzske2V6FfEJvxGZ9z8eRH 7-0.0 7-0-0 Scale = 1:23.0 V 4: 4x4 - .. 700 700 Plate Offsets (X,Y)-- [2;0-1-4;Edde] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20:0: Plate Grip DOL . 1.25 TC 0.93 Vert(LL) 0.22 4-7 >381 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.83 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 FBC20201TPI2014 Matrix -MP Weight: 24 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 7-6-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical . Max Horz 2=24,1(LC 10) Max Uplift 3= 161'(LC 10), 2=-179(LC 10) Max'Grav 3=199(LC 15), 2=343(LC 15), 4=124(LC 31 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. NOTES- 1) Wind: ASCE7-16;.Vult=160mph (3-second gust) Vasd=124mph; TCDL'=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat." II; Exp:C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions. shown; Lumber.DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements Specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for. truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 3.and 179 Ib.uplift at joint 2. s. �. Michael S. Magid PE No.63681 MiTek USA, Iris. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33810 Date:. . June 8,202 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.' ° Design valid for use only with MITek® connectors. This design is based only, upon parameters shown, and'is for an individual building component, not - a truss system. Before use, the building designer must verify the, applicability of design parameters and, property incorporate this design into the overall: building design. Bracing indicated is to prevent buckling of individual truss web and/or,chord members only. Additional temporary and permanent bracing, . WOW ' is always required for stability and to prevent collapse with possible personal lnjuryand 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: lnstitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 :: Tampa, FL 36610 Job Truss Truss Type Oty Ply 2265 CR 3CAR T24252315 2776603 E7G Monopitch Truss 1 1 Job Reference (optional) tiuuaers t-IrstSource trtant Lny, rL/, rianr nary, I-L - Ssool, ts.4au s May I z-zuz I Mu I eK InuuSIneS, Inc. Mull dun r 14.01.Un LVG 1 raye I ID:6gDIOH2OVeglNklsxoNemzyuULB-nY5nFUkgo2XvCZyhgcdnNtVABIMbra60XZhq5czBeRG 4013 700 4-0-13 2-11-3 2x4 11 Scale: 1/2"=1' 3 6.00 rl2 3x8 2.. 1 d B 9 5. 10 4 d. d, . 3x10 II 6XB 5x6.= = ST1.5x8 STP:= 4-0-13 7-0-0 4-0.13 :: 2-11-3 Plate Offsets (X,Y)- [1:0-2-4,0-0-1],[4:Edge,0-4-0] (psf) SPACING- 2-0-0 CSI. LOADING DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0: Plate Grip DOL' : 1.25 TC 0.38 Vert(LL) 0.055-7 >999 - 240 MT20 244/190 TCDL 7.0 .. Lumber DOL. 1.25 BC' 0.90 Vert(CT) -0.07 5-7 >999 180 BCLL 0:0 Rep Stress Incr NO WO' 0.56 : Horz(CT) 6.01 4 n/a n/a BCDL. 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 40 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11_ oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. .. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-13 oc bracing. REACTIONS. (size) 1=0-8-0, 4=Mechanical Max Horz 1=184(LC 8) Max Uplift 1=-581(LC 8), 4= 663(LC 8) Max.Grav 1=1268(LC 1), 4=1249(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. " TOP CHORD 1-2=-1600/705 BOT CHORD 1-5= 757/1429, 4-5=-757/1429 WEBS 2-5=-681/1480, 2-4=-1755/930 NOTES- 1) Wind: ASCE 7-16; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ,(directional); Lumber DOL=1.60 pfate.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 Jor a 10.0 psf bottom chord live load nonconcurrent with any other jive loads: 4) • This truss has been designed for a jive load of 20.6psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 1 and 663 lb uplift at joint 4. .. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 670 lb down and 348 lb up at 174712, and 670 lb down and 348 lb up at 3-4-12, and 670 lb down and 348 lb up at. 5-4-12 on bottom chord. The design/selection olisuch 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) Dgad + Roof Live (balanced): Lumber Increase=1.25,' Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=754, 1 4=-20 Concentrated Loads (lb) Michael S. Magid PE No.53681 Vert: 8=-670(F) 9=-670(F) 10=-670(F)a MiTek USA; Inc. FL C7 rt 6634 6904 Parke East Blvd. Tampa FL 3361.0 - . June 8,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE.: Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information: available from Truss Plate: Institute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252316 2776603 E7S JACK -OPEN TRUSS 1 1 Job Reference (optional) Cuuaers rlrsibource Irian t;lty, rL), riant L:ny, rL - 33b67; ts.4ou s may i z zuzi mi I eK Inausines, Inc. mon Sun i i4:o is I u zuZ i rage i ID:ZYc6AOGNbVAfFo43ovpJT9ypvsQ,Flf9Tg1TZMfmgjXtOJ80v52BN Riwa99XmDQNd2z8eRF . 7-0-0 ' 7-0-0 Scale=1:22.9 2 6.00 12 m 1 ST1.5x •. ii 44 - 3 700 7-0-0 Plate Offsets (X,Y)-- [1:0-1-12,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell : Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) 0.25 3-6 >327 -240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.96 Vert(CT) . -0.22 3-6 >376 .180 BCLL 0.0 Rep Stress Incir .. YES WB 0:00 : Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 22 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. REACTIONS. (size) 1=0-8-0,'2=Mechanical, 3=Mechanical Max Horz 1=186(LC 10) Max Uplift 1=-69(LC 10), 2=-167(LC 10) Max Grav 1=265(LC 15), 2=202(LC 16), 3=125(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=5.8psf; h=15ft; 13=45ft; L=40ft; eave=5ft; Cat.' 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS for reactions. shown; Lumber.DOL=1.60 plate grip DOL=1.60. 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any'other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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 69 lb uplift at joint 1 and 167 lb uplift at joint 2. Michael S. Magid PE No.0681 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: ' . June 8,2021 © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; andis for in 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. Satetylntormation available from Truss PlawInstitute, _2670 Crain Highway, Suite. 203 Waldorf, MD 20601 :. :. -: Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252317 2776603 E7V JACK -OPEN TRUSS 3 1 Job Reference (optional) tfullaerS rlrst'Ource Irian laty,. rL),: rlant tatty, rL - 33bbli b.4ou s may l z zuzl mi i eK Inausines, Inc. mon Jun r 14:b1:1 u zuzl rage l ID:6gDIOH2OVegl NklsxoNemzyuULB-FIf9TgITZMfmgjXtOJ8Ov52DGRlea8yXmDQNd2z8eRF 1-4-0 5-6-8 7-0-D 1-4-0 5-6-8 Scale =1:22.9 4 ... 2x4 11 3 0 o.. 6.00 F12 N M :6 :. 2x4 II M d :. .5x6 1 0 4 3.50 F12 3x4 I Plate Offsets -- 2:071-13,0-0-8 LOADING (psf) SPACING- 2-070 : CSI- DEFL. in (loc) I/defl-' L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.33 6-9 >250 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.28 6-9 >300 180 BCLL 0.0. '. Rep Stress Incr YES WB 0.10 - Horz(CT) -0.04. 4 n/a We BCDL, 10.0 Code FBC202OfTP]2014 Matrix -MP Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0'oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=241(LC 10). Max Uplift 4=-45(LC 10), 2=-172(LC 10), 5=-114(LC 10)' Max. Grav 4=118(LC 15), 2=341(LC 15), 5=171(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. WEBS 3-6=-124/348' NOTES- 1) Wind: ASCE 7+16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown 'covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the.bottom chord in all areas where a rectangle 3-670 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI.1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lbuplift at joint 4, 172 lb uplift at joint 2 and 114 lb uplift at joint 5.: Michael S. Magid PE No.63661 MiTek USA, Inc: FL Cert 6634 Ea 6904 Parke st Blvd. Tampa FL 33610 Date: : June 8,2021 . WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 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 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 pennanentbracing .. iTek" 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?P11 Quality Criteria, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate: Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty . Ply 2265 CR 3CAR . . T24252318 2776603 E7V1: Jack -Open 1 1 Job Reference (optional) Cuuaers rlrstJOUrce trlant uty, rL), : rlani Carty, rL - JJbtif; 8.43U S May 12.2U21 MI I eK Industries, Inc. -Mon Jun f 14:bl :I 12U21 rage 1 I D:6gDIOH2OVeg1Nkl sxoNemzyuULB-kxDYgAl5KgndSs63y1 gFS IbV7r6AJcOh?tAwAUz8eR E 140 568 700 5.6-8 1_5 8 Scale=1:22.8 4 1 .. .. .. 1 ... N ' N T M 7 3x4 s . i 5-6-8 7-0-0 5-6-8 Plate Offsets (X,Y) [2:0-2-1,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20'.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.12 6-12 >722 "240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.64 Vert(CT) -0.10 6-12 >808 .180 BCLL 0.0. ' Rep Stress Incr . YES WB 0.00 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 29lb FT=20%o LUMBER- "' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD .Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 .. .. BOT CHORD Rigid ceiling directly applied or:6-0-14 oc bracing. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=241,(LC 10) Max Uplift 4=-102(LC 10), 2=-160(LC 10), 5=-38(LC 10). 'Max Grav 4=137(LC 15), 2=363(LC 15), 5=194(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP. CHORD 3-8=-744/683 BOT CHORD 2-6=-936/828, 3-6=-786/889 NOTES- 1) Wind: ASCE.7a16; Vult=160mph (3-second gust) Vasd=124mph; T.CDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ff; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-O Exterior(2E) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific . to the use of this truss component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 4).* This truss has been designed for a live load of20.Opsf on the bottom chord in all areas.where a rectangle 3-6-01all 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/fPl 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 102 lb uplift at joint 4, 160 lb uplift at . joint 2 and 38 lb uplift at joint 5. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 MOW always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd: Safety lnformation.available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ... Tampa, FL .36610 Job Truss Truss Type oty Ply 2265 CR 3CAR T24252319 2776603 E7V2: Jack -Open 1 1 Job Reference (optional) Builders Hrst5ource (I lant Ugly, rL),: I lant Ulty, rL - 33567, . _ 8.43U s May 12 2U2a MI I eK Industries, Inc. Mon dun / 14:bl:l'L 2U27 rage l ID:6gDIOH2OVegl NklsxoNemzyuULB-C7nwuWmj4zvU30hGWkBU?W7aGFPY23egEXvUiwz8eRD -1-4-0 3-6-8 7-0-0 1-4-0 3.6-8 3-5-8 Scale=1:22.9 1 3x4 3-6.8 7-0-0 . -.3-6-8 .. 3-5-8 ... Plate Offsets (X,Y)-- [2:0-1-13,0-0-81, [3:0-1-12,0-2-0]:. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES, GRIP TCLL 20.0: Plate Grip DOL 1.25 TC '0.77 Ven(LL) 0.26 6 >320 240 MT20 244/190 TCDL 7.0 Lumber DOL . . 1.25 BC . 0.82 Vert(CT) . -0.24 5-6 >353 .180 BCLL 0.0 Rep Stress Incr . ' YES WB 0.00 : Horz(CT) -0.08 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 27lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD . Rigid ceiling directly applied or 6-1-10 oc bracing. .: .. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=24.1.(LC 10) Max Uplift 4=-133(LC 10), 2=-159(LC 10), 5=-1'8(LC 10) Max Grav 4=177(LC 15), 2=365(LC 15), 5=143(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP, CHORD 3-8=-778/679 . BOT CHORD 2-6=-939/847, 3-6=-807/896 NOTES-. . 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS.for reactions shown; Lumber D0L=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof.live load shown covers rain loading.requiremerits 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 jive load of 20.Opsf on the -bottom chord in all areas where a rectangle 3-6-O.tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss toi truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIIrPI 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 o f. withstanding 133 Ib Uplift at joint 4, 159 lb uplift at joint 2 and 18 lb uplift at joint 5. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not A truss system. Before use, the building designer must verify the applicability of design parameters and 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?P11 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information: available from Truss Plate lnstitute,:2670 Crain Highway, Suite 203' Waldorf, MD 20601 . . .:: :. :. Tampa, FL36610 - - Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252320 2776603 E7V3 JACK -OPEN 1 1 Job Reference (optional) tsuiiaers rlrsibource (rtanx Gny, rL),: rlani ldry, rL - JJbb/, m4ou s may l.2 zuZi mi I eK inouslnes, Inc. mon dun t 14:b1:1 J ZUZI rage l ID:6gDIOH2OVegl Nkl sxoNemzyuULB-gJL15snLrHl LhAFS3SijXjgnzfg6n'Th_SBfl ENz8eRC 140 1-6-8 4-1-2 7-0-0 114-0 . 1.6-8 2.6-10 2-10-14 Scale=1:22.6 5 - 1 i I i ST1 5&B STP. _ 3.50 F12 N r m. A Ia Plate Offsets (X,Y)-- [3:0-1-900-1-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL- 1.25 TIC 0.58 Vert(LL) -0.08 3-7 >999 240 MT20 244/190 TCDL 7.0 .. Lumber DOL . 1.25 BC . 0.48 Vert(CT) . -0.17 3-7 >488 180 BCLL 0.0, Rep Stress lncr YES WB 0:21 Horz(CT) -0.06 7 n/a n/a BCDL. 10.0 Code FBC202OfTP12014 Matrix -MP Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD' Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD. 2x4 SP No.2 BOT CHORD. Rigid ceiling directly:applied or 7-5-7 oc bracing.: . WEBS 2x4SP.No.3 REACTIONS. (size) 5=Mechanical, 7=Mechanical, 2=0-8-0 . .. .Max Horz 2=241(LC 10) . . Max Uplift 5=-59(LC 10), 7=-101(LC 10), 2=-181(LC'10)' Max:Grav 5=59(LC 15), 7=232(LC.15), 2=322(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . . TOP CHORD 3-4=-284/303 BOT CHORD' : 3-7=-594/368 WEBS 4-7- 426/690 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5:8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior.(2E).zone; cantilever left arid. right exposed; end vertical left and . right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building: Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific . to the use of this truss component. 3) n/a 4) This truss has been designed fora 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 imall 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) Bearing atjoint(s) 2 considers: parallel to grain value:using ANSVTPI 1 angle to grain.formula. 'Building designer should verify capacity of bearing surface. . 8) Pfovide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 5; 101 Ili uplift at joint 7 and.181 lb uplift. at joint 2. Michael S. Magid PE No.06811 MiTek USA, Iric. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 . 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; and is for'in 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 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information. available from Truss Plate, Ins titute,:2670 Crain Highway, Suite 203. Waldorf, MD 20601 . . ' Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR . . T24252321 2776603 E22: Jack -Open Truss 1 1 Job Reference (optional) Cuuaers Flrst50urce (Plant Glty, t-L), Plant laty, t-L - 3356/; 6.43U s May 12.2U21 Mi I eK Industries; Inc: Mon Jun 7 14:51:U7 2U21 Page 1 - ID:ZYc6AOGNbVAfFo43ovpJT9ypvs0-rAz1 gpiaGRGCzFoliBbJISQuMEtmNoP54FCjljz8eRl 2-P-8 2-2-8 Scale =1:10.1 n 1. b �.: 3:. . 2x4, 228 2-2-8 Plate Offsets (X,Y)-- [9:0,1-4;Edge] LOADING (pso SPACING- 2-0-0 CSI. :DEFL. in (loc) I/defy Ud PLATES: GRIP TCLL 20.0:: Plate Grip DOL1.25 TC 0.08 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 : 6 >999 180 BCLL 0.0 Rep Stress Inr YES WB 0.00 Horz(CT) - -0.00 2 n/a n/a BCDL 10.0 Code .FBC2020ITP12014 Matrix -MP Weight: 7lb FT = 20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD' Structural wood sheathing directly applied or 2-2-8 oc purlins. BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly:applied or 10-0-0 oc bracing. REACTIONS. (size) . 1=0-8-0,2=Mechanical, 3=Mechanical Max Horz 1=58(LG 10) Max Uplift 1=-21(LC 10); 2=-47(LC 10), 3=-5(LC 10) Max Grav 1=82(LC 15),2=58(LC 15), 3=38(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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=.1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf, bottom chord live load nonconcurrent with any'other Live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between'the:bottom chord and any other'members. 5) Refer to girder(s) for. truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21: lb uplift at joint 1, 471b uplift at joint 2 and 5 lb uplift at joint 3.: / Michael S. Magid PE No.0681 MiTek USA, Inc. FL Cert 6634 ' 6904 Parke East Blvd. Tampa FL 3361.0 Date: June8,2021 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 Nil a truss system. Before use, the building designer must verify the. applicability of design parameters and. properiyincorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web,and/or.chord members only. Additional temporary and permanent bracing. . is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'V'�Te,k' 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 Plateanstitute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ... ... Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252322 2776603 G1 Special Truss 3 1 Job Reference (optional) - Builders 1-irst5ource (I'lant Gity,: FL), - F'lant fifty, FL - 33567, 8.430 s May 12 2021 Mt I-ek Industries, Inc. Mon Jun 7 14:51:14 ZU21 Page 1 I D:6gD IOH2OVegi Nki sxoNemzyuU LB-8W vglCozcb9CJ Kged9Dy4xD2725U W wn7hrObmpz8eRB 1-4-0 4-9-6 9-4.0 13-10-10 18-8.0 1.4;0 4-9-6 4.6-10 4.6-10 4-9-6 .. Scale=1:33.1 4x4 = 4. 4x4 = 5x8 = 4x4 = 940 1880 9-4-0 9-4.0 Plate Offsets (X,Y)-- [6:0-1-4;Edge], [7:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.12 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.26 : 7-10 >866 180 BCLL 0.0 Rep Stress In& YES WB 022. Horz(CT) 0.03. 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 83 lb FT = 20:/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or.6-5-4 oc bracing. ..WEBS 2x4 SP.No.3. REACTIONS. (size) 6=Mechanical, 2=0-8-0 Max Horz 2=211(LC 9) Max Uplift 6=-309(LC 10), 2=416(LC 10) Max.Grav 6=688(LC 1), 2=765(LC 1) FORCES. (lb) - Max. Comp./Max.. Ten. - All forces 250.(Ib) or)ess except when shown.. TOP CHORD 2-3=-1162/988, 3-4=-875/739,-4-5=-876/741, 5-6=-1170/1016 BOT CHORD " 2-7=-775/1073, 6-7=-813/1032 WEBS 4-7=-310/531, 5-7=-416/486, 3-7=-403/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16;.Vult=160niph (3-second. gust) Vasd=124mph; TCDL.=4.2psf; BCDL=5.8psf; h=15ft;.B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-0, Exterior(2R) 5-4=0 to 13-4-0, Interior(1) 13-4-0 to 14-8-0, Exterior(2E) 14-8-0 to 18-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. - . 4) This truss has been designed for a 10.0 psf. bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom.chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 6 and 416 lb:uplift at joint 2. . Michael S. Magid PE No.53681 - MiTek USA; Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: - " June 8,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIT EK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. . Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not A truss system. Before use; the building designer must verify the applicability of design parameters and propedy.incorporate this design into the overall_ building design. Bracing indicated is to prevent buckling of individual truss web.and/orchord members only. Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal injury;and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see 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 ty rly ... .. - ... .. T24252323 2776603 G7 Special Truss Job Reference (optional) nmouu, nGmn—y(rL. JJ.70J '0.40U 5 Niay IL ZUZI NII I UK Ir1UU51na5, IrIU., Ue U U11 a I o:9o:U/ZVLI raye_, ID:6gDIOH2OVeg 1 Nkl sxoNemzyuULB-rW dBzebLkGfeekfrjSk3i7XpXrBI E4_9ZpyFKaz81Xk 7-0-0 9-0-12 $-11-4 12-0-0 17-0-0 19.4=0 23.8-12 2.8; 0 t-4-0 7-0-0 2-0.12 (1.10-9 2.0.12 5-0-0 2-4-0 4.4-12 4-11-4 Scale = 1:54.1 ax4 11 4x8 = _ . — _ A..a — 7. ST1.5x8 STP= 2x4 II' 4xB 8x10 = 54 = 4x8:= ST1.5x8 STP= 3x8 i 4x4 = riate onsets tn,rt-- tcu-z-iu,u-i-at,ta:u-o-iz,u-z-ut,te:U-I-IL,COC]eJ{f14:U-Z-4,U-I-ILJ "' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) . I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.33 13 >999. 240 MT20 244/190 TCDL .7.0 Lumber DOL 1.25 BC0.77. Vert(CT) -0.43 11-13 >796 180 BCLL 0.0.: ` Rep Stress Incr . NO WB . 0.93 Horz(CT) . , 0.10. 9 n/a n/a . BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 174 lb FT = 20% LUMBER- :BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Sheathed or 2-3-1 oc purlins. 1-3: 2x4 SP M 31, 3-6: 2x4 SP No. 1: BOT CHORD Rigid ceiling directly applied or5-3-13 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-12: 2x6 SP M 26, 9-12: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=219(LC 7) Max: Uplift 2=-1307(LC 8), 9=-918(LC 8) Max Gram 2=2402(LC 1), 9=1727(LC 1) FORCES. (lb); Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4786/2492, 3-4=-4941/2673, 4-5=-5141/2734, 5-20=-5153/2743, 20-21=-5153%2743; 6-21=5153/2743, 6-7=-2993/156.1, 7-8=-3038/1544; 8-9= 3301/1700 . .. BOT CHORD 2-15=-2050/4209, 14-15=-2057/4232,.14-22=-2404/4895, 13-22= 2439/4962, 12-13=-1932/4116,.11-12=-1934/4115, 9-11=-1387/2934 WEBS 3-15=-146/584, 3-14=-766/1388, 4-14=-370/205i 5-13=-264/223, 6=13— 750/1236, 6-11=-2599/1447, 7-11= 1215/2454, 8-11=-377/292, 4-13=-95/560 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL'=1.60 3) Building Designer / Project engineer responsible for verifying appliedrooflive 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 w11 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1307 lbuplift at joint 2 and 918 lb uplift at joint 9. . 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down. and.148 Ib.up at 7-6-0, and 87 lb down and 184 lb up at 9-0-12 on top chord, and 371 lb down and 194 lb up at 7-0-0, and 65 lb down at 9-0-12, and 1251 lb down and 699 lb up at 9-11-4 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. Michael S. Magid PE No. 53681 MiTek USA, Inc: FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: 1..__ A 11l 4 ,A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall: building design. Bracing indicated is to prevent buckling of individual truss web and/or,chord members only. Additional temporary andpermanent 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 Duality Criteria; DSB-89 and SCSI Building Component 6904 ParkeEastBlvd. Safetylnformation. available from Truss Plate: lnstitute,.2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. Tampa, FL -36610 Job Truss ype ty ly Fruss T24252323 2776603.... G7. � ial.Truss. ... 1 ' .. 1 ' Jab Reference (optional) - oulluer5 rublouuFue, rianl ldry,:[L. 30303 . _ ... .. u.4Ju smay I4 euz1 MI I eK moustnes, mc. i ue dun 0 I bRb:U/ 2UZI rage z ID:6gDIOH2OVeglNklsxoNemzyuULB-rWdBzebLkGfeekf jSk3i7XpXrBIE4_9ZpyFKazBIXk: _ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1:25 Uniform Loads (plf) Vert: 1-3=-54, 376=-54, 6-7— 54, 7-10=-54, 2-9=-20 Concentrated Loads (lb) Vert: 3=-114(F) 15=-371(F) 14=-40(F) 4=-87(F) 22=-1251(F) 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 NliTek® 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 weband/or chord members only. Additional temporary and permaneMbracing, . 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 ANSYM11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnlormation: available from Truss Plate .lnstitute, •2670 Crain Highway, Suite 203. Waldorf, MD 20601 ... Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252324 2776603 G9 Hip Truss 1 1 Job Reference (optional) punaers rirsioource triani llty, I-L), mans l:ny, rL - 335ti7; : 8.43U S May 12;ZUZ1 MI I eK Inrlustnes, Inc: Mon Jun 7 14:51:23 2UZ1 Page 1 I D:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-NFx4BHvcVMHwuiONfYt3xg4YCh8y7zYS114ZbozBeR2 1-4-0 1 4-6-10 9-0-0 14-4-0 19-8-0 24-1-7 28-8-0 30-0-0 1-4-0 4.6-10 4-5-7: 5.4.0 5-4-0 :. 4-5.6 Scale=1:52.1 44 = 3= 4x4. x4 _ 4 21 5 22, 6 I �I 0 3x4 i 3x8 = 44 = 3x8 =.. 3z4 .. 9-0.0 19-8.0 28-8-0 9-0-0 ... 10-8-07 9-0-0 Plate Offsets (X,Y)-- [2:0-2-10,0-1-81, [8:0-2-10,0-1-81:.. LOADING (psf) SPACING- 2-01-0 CSI. DEFL. in (loc) I/defl: Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.22 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.96 Vert(CT)- -0.47 10-12 >730 .180 BCLL 0.0 Rep Stress Incr .. YES WB 0.31 Horz(CT) 0.08: 8 n/a n/a BCDL 10.0 Code.FBC2020/TP12014 Matrix-MSH Weight: 140lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD: Structural wood sheathing directly applied or 4-0-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0;:8=0-8-0 Max Horz 2=-213(LC 8): . Max Uplift 2= 580(LC 10),.8=-580(LC 10) Max Grav 2=1133(LC 1), 8=1133(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or.less except when shown. TOP CHORD 2-3= 1979/1274, 3=4=-1704/1070, 4-5=-1485/1031, 5-6=-1485/1031, 6-7=-1704/1070, 7-8=-1979/1274 BOT CHORD 2-12=-973/1787, 10-12==852/1668, 8-10=-973/1749 WEBS 3-12=-378/357, 4-12=-205/505,.5-12=-335/260, 5-10=-335/260, 6-10=-205/505, 7-10=-379/357 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. .11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterior(2R) 3-4-2 to 25-3-14, Interior(1) 25-3-14 to 26-0-0, Exterior(2E) 26-0-0 to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof;live load shown Covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water:ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any -other live loads. 6) ' This truss has been.designed for a live load of 20.Opsf on.the bottom chord in all. areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by:others) of truss to bearing plate capable of, withstanding 580.1b uplift: at joint 2 and 580 lb uplift at joint 8. Michael S. Magid PE NoM681 MiTek USA, Inc; FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 .. Date June 8,2021 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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/orchord members only. Additional temporary and permanent bracing. M AiTek° - 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. SafetyInformation available from Truss Plate: Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL '36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252325 2776603 Gil Hip Truss 1 1 Job Reference (optional) Dunuers rusiouurce Irian[ uRy, m),: rlani uny, rL - 03bb/, t5.4JU s may l z zuzl will I eK InaUSineS, Inc. mon Jun / I4:bl:l b zUzl rage l I D:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-ciS2W YpbNuH3wUPrBskBc817KS PQFMuGwV88J Fz8eRA -1-4-0 6-6-0 11-0.0 15-0-0 {5-9-Q 18-5-8 22-5-15 , 28-8-0 30-0-0 1-4-0 ' 6-6.0 4-6-0 4-0-0 -9- 2=8-0 4.0-6 6-2-2 1a4-0 Scale = 1:53.1 A 5x6 = 4x4 4 23 5 6 4x4 = 4x4 = 7 I 1 0 4x4 = : 3x4 =. 3xB -3x4 3x8 = 4x4 . 0 I�* 0 co 9-1-6 15-0-0 18-5-8 28-8-0 9-1-6. 5-10710 3.5-8 10+2-8 Plate Offsets (X,Y)-- [4:0-3-0,0-2-0], [9:0-3-2,0-2-2] LOADING (psf) SPACING- 2-0-0 CSI.-•DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20'.0 Plate Grip DOL : 1.25 TC 0.59 Vert(LL) -0.25 11-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94. Vert(CT) -0.53 11-20 >650 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 156lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD: Structural wood sheathing directly applied or 3-6-9 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD.: Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 — REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-254(LC 8): . Max Uplift 2=-580(LC 10),:9=-580(LC 10) Max,Grav 2=1133(LC 1), 9=1133(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1884/1167, 3-4— 1683/1099, 4-5=-l363/1.015, 5-6= 1474/1076, 6-7=-l384/982, 7-8 1599/1032, 8-9=1881/1193" BOT CHORD 2-14=-845/1700, 13-14==539/1295, 11-13=-639/1446, 9-11=-874/1650 WEBS 3-14=-386/372, 4-14=-209/514,.5-13=-275/435, 6-13= 549/kI3,.7-11=-257/520, 8-11=-412/376 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=5.8psf; h=1:5ft; B=4511; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4=0 to 278-0, Interior(1) 2-8-0 to 5-4-2, Exterior(2R) 5-4-2 to 15-0-0, Exterior(2E).15-0-0 to 15-9-8, Exterior(2R).16-9-8 to 24-1-6, Interior(1) 24-1-6 to 26-0-0, Exterior(2E) 26-0-0 to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied, roof:live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water'ponding. 5) This truss has been designed.for a 10.0 psf bottom chord five 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 580 lb uplift at joint 2 and 580 lb uplift at joint 9._ Michael S. Magid PE No.61681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL:33610 Date: June 8,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and is for an individual building component, not �� a truss system. Before use, the building designer must verify the. applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanenrbracing.. MITeK• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Eas t Blvd. Safety Information available from Truss Plate: Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 - ps Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T 4 2 25232 2776603 G13 Special Truss 1 1 Job Reference (optional) Builders First50Urce (Plant City, FL), - Plant City, FL - 33567, ID 1-4.0 6-9-4 13-0-0 1-4-0 6.9-4 Al 4x6 = 6.00 12 4 1:1.46U S May I Z ZUZI MI I eK Inc 3NbVAfFo43ovpJT9ypvsQ-Y5apxDc 20-5-8 2-8-0 21 mc. -Mon Jun / I4:oi:l / ZUZI rage I \nZDIHmfiZrOl G4JjE2ZNpdFN8z8eR8 r8-8-0 , 30-0-0 8-2-8 1-4-0 Scale =1:54.1 3x4 = 3x4 = 3x4 =4x8 = 2x4 . 3x4 — — 9-2-0 17-9-8 20-5-8 28-8-0 9-2-0 . 8-7-8 2-8-0 B-2-8 Plate•Offsets (X,Y)-- [2:0-0-12,0-0-01, [3:0-3-0,0-3-01, [6:0-5-4;0-2-01, [7:0-0-12,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0: Plate Grip DOL : 1.25 TC 0.90 Vert(ILL) -0.24 10-12 >999 240 : MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC . 0.91 Vert(CT) - -0.42 10-12 >826 180 BCLL 0:0 Rep Stress Incr :YES WB 0.44 : Horc(CT) 0.06, 7 n/a n/a BCDL 10.0 Code FBC2020/TPl2014 Matrix-MSH Weight: 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD: Structural wood sheathing directly applied. 6-8:'2x4 SP No.1 BOT CHORD Rigid ceiling directly:applied or:5-6-10 oc bracing. . BOT CHORD 2x4 SP.No.2 `Except` WEBS 1 Row at. midpt 4-10. . 2-11: 2x4 SP No.i WEBS 2x4 SP No.3 REACTIONS. (Size) 2=0-8-0, 7=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-580(LC 10), 7=-580(LC 10) Max Grav 2=1330(LC 15), 7=1326(LC 16). FORCES. (lb) -Max. Comp./Max. Ten. -All -forces 250 (lb) or less except When shown. TOP CHORD 2-3=-2171/1275, 3-4=-1989/1230, 4-5=2323/1614, 5-6=-1691/1330, 6-7=-2060/1256 BOT CHORD 2-12=-905/2102, 10-12=-514%11404, 9-10=-882/1759, 7-9= 881/1750 - WEBS 3-12=442/4231 4-12=-281/867, 4-10=-797/1318, 5-10=-1151/884, 6-10=-157/470, 6-9=-31/269 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=5.8psf; h=15ft; B=45ft; L=40ft;,eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 278.0, Interior(1) 2-8-0 to 9-0-0, Exterior(2R) 9-0-0 to 17-0-0, Interior(1) 17-0-0 to.17-9-8, Exterior(2R) 17-9-8 to.24-5-8, Interior(1) 24-5-8 to 26-0-0, Exterior(2E) 26-0-0 to 30-0-0 ione;C-C for,members and forces & MW FRS for reactions shown; Lumber,DOL=1.60 plate grip D.OL=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, with BCDL =10.0psf; 7) Provide mechanical connection (by others) of truss to bearing plate 'capable of. withstanding 580 lb uplift at joint 2 and 580 lb uplift :at, . joint 7. Michael S. Magid PE No.53661 MiTek USA, Inc: FL Cart 6634 6804 Parke East Blvd. Tampa Fl. 33610 Date: . June 8,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. - Design valid for use only with MiTek®. connectors. This design is based only upon parameters shown, and is for an individual building component, not A truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web,and/or chord members only. Additional temporary and permanent bracing. MiTek' is always required for stability and. to prevent collapse with possible personal injury ;an d property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIl Quality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate: Ins litute,12670 Crain Highway, Suite 203 Waldorf, MD 20601 ... Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252327 2776603 G15 Special Truss 1 1 Job Reference (optional) puuuera tnarn c.ny, r�/, rims Uny, rL - JJOo/, 6.4JU s May IZ ZUZ I IVII I eK Inausines, Inc. ivion Jun r l4:bl:ltl zuzi rage l ID:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-OH8B8ZrUgpfenx8Ps?IuEnNZUgQ3SfLjcTMovaz8eR7 1-4-0 6-9.4 13-0.0 19-9-8 22-5-8 28-8-0 30-0.0 1.4'-0 6-9-4 6-2-12 .. 6-9-8 2-8 0: 6-2-8 Scale = 1:54.1 4x6 = 6.00 F12 q 19 22 n ST1.5x8 STP = cb m 2 7 . 4 1 13 .. 1a. o Z �. o 12 23 24 .11 .10 9 3x4 i 3x4 ,— 3x4 = 3x4 - 3x4 = 3x4 = 9.2-0 16-10-0 19-9-8 22-5-8 28-8-0 9-2.0 .. 7-8-0 2-11-8 2-8.0 6-2-8 Plate Offsets (X,Y)--[2:0-2-10,0-1-81,[3:0-3-0,0-3-01 - I .. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.92 Vert(LL) . -0.20 10-12 >999 240 MT20 244/190 TCDL 7.0 . Lumber DOL . 1.25 BC . 0.94 Vert(CT) -0.37 12-15 >926 180 BCLL 0.0 Rep Stress incr YES WB 0:56 Horz(CT) 0.08. 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 138 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD.: Rigid ceiling directly applied or.2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-294(LC 8). . Max Uplift 2=-580(LC 10),:7=580(LC 10) Max Grav 2=1324(LC 15), :7=1320(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. TOP CHORD 2-3=-2149/1247, 3-4=-1967/1203, 4-5=-2064/1315, 5-6=-1974/1267, 6-7= 2198/1297 BOT CHORD 2-12=-883/2085, 10-12=-499/1401, 9-10=-1243/2321, 7-9- 948/1882 WEBS 3-12= 446/412, 4-12=-279/834, 4-10=-506/1040, 5-9=-681/451, 6-9=-321/739, 5-10=-905/714 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2R) 9-0-0 to 1.7=0-0, Interior(1) .17-0-0, to.19-9-8, Exterior(2R) .19-9-8 to 26-0-0, Exteri6r(2E) 26-0-0. to.30-0-0 zone;CGC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent Waterponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas:where a rectangle 3-6-0 tall by 2-0=0 wide will fit between the bottom chord and any other members, with. BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss, to bearing plate capable of withstanding 580 lb uplift at joint 2 and 58Q lb uplift at joint 7: Michael S. Magid PE No.63681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 & WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 MITB'k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 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 2265 CR 3CAR T24252328 2776603 ": G17 Special Truss 1 1 Job Reference (optional) ouuuem niawuu�ue tnani i.ny, rL/, riani i.uy, rL - 0000/, b.43u s May l z zuzl MI I eK m0usines, Inc. Mon dun / 14:bl:l V zU21 rage l I D:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-VTiZMvs6R7nV P5jcQip7n_wnB3mKB5Ksr76MSOz8eR6 -1-4-0 - 6.9-4 13-0-0 19-4-10 21-9-8 24-5.8 28-8-0 30-0-0 1-4-0 6-9-4 6-2.12 6.4=10 . 2-4-14 2-8=0 4-2-8 1-4.0 • Scale=1:54.1 4x6 = 6.00 F12 4 3x4 3x4 = 3x4 = 3x4 = 4x8 =: : 3x4 i 9-2-0 16-10-0 17-4,1 21-9-8 24-5-8 2R-R-n /-d-U U-b-1 4-b-/ . z_B._U 4-2-8 .. . Plate Offsets (X,Y)-- [2:0-2-10,0-1-8), [3:0-3-0,0-3-01, [8:0-0-12,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES_ GRIP TCLL ' 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.2211-13 >999 240 : MT20 244/190 TCDL 7.0 .. Lumber DOL 1.25 BC 0.94 Vert(CT) -0.38 13-16 >900 18b BCLL 0.0 ' Rep Stress Incr . YES WB 0.58 : Horz(CT) 0.08. 8 n/a n/a BCDL: 10.0 Code FBC2020/TP12014 Matrix-MSH Weight:141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD.. Rigid ceiling directly applied or.2-2-0 oc bracing. WEBS 2x4SP.No.3 REACTIONS. (size)' 2=0-8-0, 8=0-8-0 Max Horz 2=294(LC 9) Max' Uplift 2= 580(LC 10), 8=-580(LC 10) Max:Grav 2=1323(LC 15), 8=1318(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown., TOP CHORD 2-3=-2146/1218, 3-4=-1963/1173, 4-5=-2119/1304, 5-6=-3320/1888, 6-7=-2902/1650, 7-8=-2253/1315 BOT CHORD 2-13=-878/2082, 11-13=-490/1396, 10-11 =-1 169/2314, 8-1 0=-1 003/1971 WEBS 3.13=-449/419, 4-13=-28M36, 4-11=-521/1111, 5-.1 1 =-914/663, 5-10=523/1078, 6-10=-1444M621 7-.10=-554/1172 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2R) 9-0-0 to 17-0-0, Interior(1) 17-0-0 to 21-9-8, Exterior(2R) 21-9-8 to 26-0-0, Exterior(2E) 26-0-0 to 30-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying' applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide'adequate. drainage to prevent water ponding. 5) :This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been.designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi#I fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 580 lb uplift at joint 2 and 580 lb uplift at joint 8.. . Michael S. Magid PE No.53681 MiTek USA, Inc: FL Cert 6634 69114 Parke East Blvd. Tampa FL 33619 Date:. . June 8,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. -- ' Design valid for use only with 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 property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSVlPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information: available from Truss Plate: Institute,:2670 Crain Highway, Suite 203' Waldorf, MD 20601 - 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252329 2776603 G19 Special Truss 1 1 Job Reference (optional) Dullutlr5 1-1I5tauulUe trrarn l.rty, rLJ, runt ully, rL - 10001, 0.43U s May I ZUZ I MI 1 eK Inousines, Inc. Mon Jun r I4:0I:Zu zuz-I rage I ID:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-zgGxZFskCRvM1 Flo_QKMJCTxwT6MwTg?3nrv_Tz8eR5 1-4-0 5.0-6 6.9-4 8-4-11 13-0-0 19-2-12 2%- 8 26-5-8 28-8.0 30.0-0 1-4-0 5-0-6 1-8-14 1-7-7 4-7-5 6-2-12' 4-6.12 2.8.0 2.2-8 1.4-0 • Scale = 1:54.1 4x4 = 6.00 F12 4 3x4 = 3x4 = 3x4 = I I I 3x4 4x12 = 3x4: _ i B-4-11 2- 16.7-0 161 -0 23-9-8 26-5-8 26-8-0 B-4-11 9- 7-5-0 0- -0 6-11-8 2-B-0 2-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.32 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.54 10-11 >634 180 BCLL 0.0 Rep Stress Incr NO WB 0.89. Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2020fTP12014 Matrix-MSH Weight:141 lb FT=20% " LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD. 2x4 SP No.2 'Except' BOT CHORD 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 6) Max Uplift 2=-581(LC 8), 8=-588(LC 8) Max Grav 2=1316(LC 13), 8=1287(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2128/88113-4=-1946/847, 4-5=-2142/932, 5-6=-4818/1883, 6-7=-4016/1521, 7-8=-2322/913 BOT CHORD .'2-13=-631/2066, 11-13=-306/.1387, 10-11=-800/2268, 8-10=-714/2047 WEBS 3-13= 448/358; 4-13=-228/822, 4-1 1=-381/1145,5-11=-848/505, 5-10=-899/2483, 6-10= 2240/952, 7-10=-762/2140 Structural wood sheathing directly applied or 2-1-12 oc purlins. Rigid ceiling directly applied or.6-5-13 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss 'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Ptbvide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 2 and 588 lb uplift at joint 8.' - 8) Hanger(s) or other connection device(s) shall be provided sufficient to support, concentrated load(s) 4 lb, down and 10 lb up at 26-5-8 on top chord, and 5 lb down and 23 lb up at 26-4-12 on bottom chord. The design/selection of such connection device(s) is th& responsibility of others. 9) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 _ Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 6-7=-54, 7-9— 54, 14-17=-20 Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I, inn A onol . 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 applicablllty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/orchord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate_ Institute, 2670 Crain Highway, Suite 203 Waldorf, MD20601 Tampa, FL 36610 Job Truss Truss Type Qty .. Ply 2265 CR 3CAR T24252329 2776603 G19 Special Truss 1 1 Job Reference (optional) . 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 property incorporate this design into the overall building design, Bracing indicated is to prevent.b.uckling of individual IIruse web and/or chord members only. Additional temporary and permanent bracing, always MiTek' is 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/1Tpl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Ins titute,'2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252330 2776603 GX : Special Truss 1 1 Job Reference (optional) tsunaers mrsiJource (viam Lofty, t-L), mani L;ny, I-L - 33bbl, 8.43U 5 May 12 2U21 Mi I eK Industries, Inc. Mon Jun 7 14:51:24 ZU21 Vage 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-rRVSPdwFGfQnWsbZDFPIU2dm64g9sTOb_Pp67Ez8eRl 1-4-0 9.4-0 18-8-0 1-4,0 9-4-0 9.4-0 Scale = 1:35.3 44 = 6 . Yno — 16 17 15 15 14 13 12- 5x6 = r r 18-8-0 i Plate Offsets (X,Y)-- [2:0-4-0,0-2-11, [3:0-3-10,0-2-01, [9:0-3-10,0-2-01, [10:0-4-0,0-2-11, [15:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) -0.00 11 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 11 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 10 n/a n/a BCDL. 10.0 Code FBC2020fTP12014 Matrix-SH - Weight: 97 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 10-0-0 oc bracing. OTHERS 2x4 SP.No.3 . REACTIONS. All bearings 18=8-0. (lb) - Max Horz 2=-205(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 16, 17, 18, 14, 13, 12 except 2— 168(LC 10), 10=-168(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 10, 15, 16, 17" 18, 14, 13, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-82/296, 6-7=-82/296 . WEBS 3-18=-181/263, 9-12- 178/263 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;8psf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. fl; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3E) -1-4-0 to 2-8-0, Exterior(2N) 2-8-0 to 5-4-0, Comer(3R) 5-4-0 to 13-4-0, Exterior(2N) 13-4-0 to 16-0-0, Comer(3E) 16-0-0 to 20-0-0 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 ANSVTPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requirescontinuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) .This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) '•phis truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) 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) 16, 17, 18, 14, Michael S. Magid PE No.53681 13,12 except (jt=1b) 2=168, 10=168. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only, upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing .. MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plaw Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 - Job Truss Truss Type Oty .. Ply 2265 CR 3CAR T24252331 2776603 M Roof Special 3 1 Job Reference (optional) o a rl -uu.- k-1 a _ny, r-'I, non -ny, 0000r, CAJU s May le zuz I Ivu I eK Inausines, Inc: Mon Jun r 14:o rzo zuz I rage T ID:6gDIOH2OVegi Nki sxoNemzyuULB-Jd3gczwtl zYe7OAmmzwXOFAgtUr2bgjlD3Zgfgz8eRO -0 I 6-7-4 12-8-0 13-8-0 21-4-0 22-8-0 1-4-0 6-7-4. 610-12 1-0.0 7,8-0 1-4-0:. Scale = 1:42.8 7x8 I I 4 3x6 11 1 5 Co. i1 3x4 = .. 2x4 11 3x8 = OL-S 627-4 13-8-0 14-0r8 20.11-8 21 4r0 . 0'-4- 6-2=12 .. 7-0-12 •4- B-11-0 0-4- tulle U11JelJ tn, TJ-- Le.U'3J-14,CUyeJ,fo:U-U-01E=uyeJ1fo:U-0-o,U-J-UJ, f I I:U-3-o,U- I-ol.. LOADING (psf) SPACING- 2-070 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL - 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.21 8-20 >427 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.18 8-20 >501 180 BCLL 0.0 Rep Stress Inc . YES WB 0.46 Horz(CT) -0.02 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MSH Weight: 108 lb FT = 20% LUMBER- BRACING- " TOP CHORD 2x4 SP No.2 TOP CHORD: Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD . Rigid ceiling directly applied or 4-3-14 oc bracing. Except: 4-11i 2x4.SP No.3 . 4-9-0 oc bracing: 9-11 WEBS 2x4 SP N6.3 JOINTS 1 Brace at Jt(s): 9 REACTIONS. (size) 2=0-4-0, 6=0-4-0, 8=0-4-0 Max Horz 2=397(LC 9) Max Uplift 2=-616(LC 10),-6=-407(LC 10), 8=-702(LC 10) Max Gray.2=582(LC 1), 6=369(LC 20),.8=836(LC 1) FORCES. (lb) - Max. Cornp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3,-619/1263, 3-4=-219/334, 4-5=-313/489 BOT CHORD 2-12=-1402/486, 11-12=-1402/486, 9-11= 895/334, 4-9=-427/197 WEBS 3-12=-605/250, 3-11=-503/1200, 5-8=-457/654, 4-8=-391/374 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-16;;VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1=4-0 to 2-8-0, Interior(1) 2-8-O.to 8-8-0, Exterior(2R) 8-8-0 to 1.6.8-0, Interior(1) .16-8-O.to.18-8-0, Exterior(2E) .18-8-0 to 22-8-0 zone; cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate:grip DOL=1.60 3) Building.Desi.gner / Project engineer responsible for verifying applied roof live load shown covers rain loading Tequirements 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 3-6.0aall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Pfovide mechanical connection (by others) of truss io bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 2=616; 6=407,'8=702. Michael S. Magid PE NoM681 MiTek USA, Iris. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361.0 Date: June 8,2021 A& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based, only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy,incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or,chord members only. Additional temporary and permanent bracing _ MITeK• is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the . fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANS11TPII Quality Criteria, DSB-99 and BCSI Building Component Safety Information: available from Truss Plate: Institute Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. , .2670 .. Tampa, FL 36610 Job Truss Truss Type Oty Ply 2265 CR 3CAR — T24252332 2776603 M01 Monopitch 2 1 Job Reference (optional) omruerb rubLOuurue tndnt �Ry, rL), runt tray, rL - 00001; b.4ou S may l z:zuzl mi I eK Inausmes, Inc. mon dun I 14:bl:Zb ZUZI rage I . I D:6gD 10H2OVeg1 Nki sxoNemzyuULB-ngdCglxVnHgVIAlyKgRmZTi_ruCAKKiuSj IDB7z8eR? t_4-0 7-8 0 D 7-8-0.:. Scale = 1:27.2 2x4 11 3x6 11 4 b 3x6 11 4x4 3x10 11 4 7 3.8 8- 4 6-11-0 4 Plate Offsets (X,Y)-- [2:0-2-4;Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0: Plate Grip DOL 1.25 TC. 0.77 Vert(LL) 0.18 6-10 >464 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.16 : 6-10 >521 18b BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) -0-00 6 n/a n/a BCDL. 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 43 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD: Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3. .. BOT. CHORD Rigid ceiling directly applied or 7-10-10 oc.bracing. REACTIONS. (size) 6=0-3-81 2=0-4-0 Max Horz 2=272(LC 7) Max Uplift 6=-239(LC 10),'2=-387(LC 10) Max Grav 6=258(LC 1), 2=370(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown., TOP CHORD 3-4=-299/373, 4-5=-575/426 WEBS 3-6=-599/950 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18;.MWFRS (directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-6-4; Exterior(2E) 3-6-4 to 7-6-4 zone; cantilever left and right. exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1'.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss -component. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 41 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=239, 2=387: Michael S. Magid PE No.53681 MiTek USA; Inc: FL Cert 6634 6804 Parke East Blvd. Tampa FL 33810 Date:. ' June 8,2021 . ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 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 p p �/I 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 ANSUTPII 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 Oty Ply 2265 CR 3CAR T24252333 2776603 MG- Flat Girder " 1 2 Job Reference (optional) ouuuers rlrsmource triant i,lly,,rt-/, rlant Lmy, rL - 3355/, 8.43U s May 12 2U21 MI I eK InuUStrles, Inc. Mon Jun 7 14:51:26 2021 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-ngdCqlxVnHgVlAlyKgRmZTi70uDrKHruSilDB7z8eR? 3_8 8. 7-4-9 3.8.8 3-7-8 2x4 11 Scale = 1:26.2 4x4 = 3x10 II 3x4, _ Im m 6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 " TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.47 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP :' Weight: 85 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD.' Rigid ceiling directly:applied or.10-0-0 oc bracing. REACTIONS. (size) 3=0-8-0, 5=0-3-8 Max Horz 5=-249(LC 6) Max Uplift 3=-909(LC 8), 5=-1098(LC'4) 'Max Grav 3=1868(LC'1), 5=2207(LC 1) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP, CHORD 2-3=-2871/1406 BOT CHORD 4-5=-1206/2553, 3-4=-1206/2553 WEBS 2-5=-2904/1498, 2-4=-1140/2442 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as -follows; 2x6.- 2 rows staggered at-0-9-0 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 connectionshave been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=160mph-(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 4) Building, Designer / Project engineer responsible for verifying applied roof live. load shown covers rain, loading requirements specific to the use of this truss component. 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) 3=909, 5=1098. — 8) Hanger(s) or other connection device(s) shall be provided sufficient to supportconcentrated load(s) 1182 lb down and 596 lb, up at 1-4T12, and 1181 lb down and 5961b up at 3-4-12, and 1181 lb down and 599 lb up at 5-4-12 on bottom chord. The design/selection of such -connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25; . Uniform Loads (plf) Vert: 1-3=-54, 5=6=-20 Michael S. Magid PE NoIWI MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 . & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based, only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and. property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ A 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 ANS11TPl1 Quality Criteria; DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information: available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 ... . .. Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252333 2776603 MG Flat Girder 1 2 Job Reference o tional tlultuerS rlrsiJource trlani Uty, rLb - riant uny, rL - 3=b/; b.43U S May i z zu21 mi I eK Inaustrles, Inc. Mon Jun ( 14:bl :'ZI ZUZ1 rage 2- ID:6gDl0H20Veg1NkisxoNemzyuULB-GOBbley7YaoMNKKBUOy75gFIIIZ43k51gN2nkZzBeR_ LOAD CASES) Standard Concentrated Loads (Ib): Vert: 9— 1182(B) 10=-1181(B) 11=-1181(B) 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 ANS11TP11 Quality Criteria, DSB-89 andBCSI 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 2265 CR 3CAR T24252334 2776603 Mix GABLE 1 1 Job Reference (optional) Buucers rlrsiaource (Plant City, FQ, Plant City, FL - 33567, 8.43u s may 1_z_zuxi m1 I eK Incusmes, Inc. Mon Jun i 14:o1:ztt 2u2i rage 1 ID:6gDIOH2OVegiNklsxoNemzyuULB-kCIzE_zlJuwD_UvKS5TEeuoKgiuuoBgBvinKF7z8eOz O1 7xB 11 3x6 11 5. 6 4xa 3x8 = Scale=1:41.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC " 0.74 Vert(LL) 0:18 10-35 >496 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC0.72 Vert(CT) 0.15 10-35 >581 180 BCLL 0.0 Rep Stress Incr . YES WB 0.50 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-MSH Weight: 139 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-6 oc puffins. BOT CHORD, 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly:appfied or 4-2-14 oc bracing. Except: 5-13: 2x4 SP No.3 5-2-0 oc bracing: 11-13 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 11 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 8=0-4-0, 10=0-4-0 Max Horz 2=379(LC 9) Max Uplift 2=-598(LC 10), 8=-362(LC 10), 10=-766(LC 10) Max_Grav 2=557(LC 19), 8=338(LC 20), 10=891(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-642/1280, 5-6=-317/258 BOT CHORD 2-14=-1460/529, 1.3-14=-1467/528, 11-13=-895/340, 5-11=-560/238 WEBS 4-14= 619/256, 4-13=-572/1337, 6-10=-412/673, 5-10=-436/389 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 8-8-0, Exterior(2R) 8-8-0 to 16-8-0, Interior(1) 16-8-0 to 18-8-0, Exterior(2E) 18-8-0 to 22-8-0 zone;:cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 4) Buuilding 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 studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=598; 8=362, 10=766. 19 N Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 . ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 ParkeEastBlvd. Safety Information available from Truss Plaw Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR I.T24252335 2776603 MX1 GABLE 1 1 Job Reference (optional) ouuuarn nrsrauurue indi a i.ny, FL), rrdrn �uy, rL - 33001, mgou s May i z zuzi ml I eK Inciusines, Inc. Mon JUn / 74:b1:zv ZU21 rage i ID:6gDIOH2OVegiNkisxoNemzyuULB-COJLSKzN4C24cdUX?p_TB5KaB5LuXIGK8hXtnRz8eQy -1-4-0 4-0-0 8-0.0 9-4-0 1-4 0 4 0.0 4-0-0 1-4-0 Scale =1:20.4 4x4 =, 3x4 3 4 5 3x4 < - 08 4x8 10-4-81 4-0-0 7-7-8 8-0-0 0,4-6 3-7-8 3-7-8 Plate Offsets (X,Y)-- [2:0-4-0,0-2-1],[6:0-4-0,0-2-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc):I/deft: L/d PLATES GRIP TCLL : 20.0: Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.01 8-13 >969 240 MT20 244/190 TCDL . 7.0 Lumber DOL 1.25 BC 6.29 Vert(CT) -0.01 8-13 >999 180 BCLL 0.0 Rep Stress Incr . YES WB 0:04 Horz(CT) -0.00 6 n/a n/a BCDL. 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 40lb FT=20%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD . Rigid ceiling directly -applied or.7-5-15 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 2=0-4-0,:6=0-4-0 Max Horz 2=-96(LC 8) Max Uplift 2=-387(LC 10), 6=-387(LC 10) Max Grav 2=368(LC 1), 6=368(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 2-4=-260/885, 4-6=-260/885 BOT CHORD 2-8=-598/207, 6-8=-598/207' WEBS 4-8=-418/121 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16;.Vult=160niph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS "(directional) and C-C Exterior(2E) -1-4-0 to 2-8-0, Exterior(2R):2-8-0 to 5-4-0, Extedor(2E) 5-4-0 to 9-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left _and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss'.only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 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 vAil fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=387, 6=387. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6034 6804 Patke East Blvd. Tampa FL 33610 Date: June 8,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and is for an Individual building component, not a truss system. Before use, the building designer must 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' , delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Ini,storage, ormatron. available from Truss Plate' Ins titute,.2670 Crain Highway, Suite 203' Waldorf, MD 20601 ... Tampa, FL 36610 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252336 2776603 PB Piggyback Truss 5 1 Job Reference (optional) puimers t-irstSOurce (Plant uny, FL), F9ant Gny, t-L - 33bb I, 8.43U 3 may l;e zuzi MI I eK Inaustrles, Inc. Mon dun r 14:b12V ZUZI rage 1 ID:6gDIOH2OVeglNkisxoNemzyuULB-COJLSKzN4C24cdUX?p_TB5Ke?50_XlsK8hXtnRz8eQy 2-4-0 4-8-0 2-4-0 2-4-0 3x4 Scale =1:9.1 3 6.00 F12. 2x4 = 2x4 = 4-8-0 4-8.0 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft- Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 4 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC . 0.09 Vert(CT) 0.00 . 4 n/r 120 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-P Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD. 2x4 SP No.2 BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=2-8-14, 4=2-8-14 Max Horz 2=-41(LC'8) Max Uplift 2=-91(LC 10), 4=-91(LC 10) Max Grav 2=135(LC 1), 4=135(LC 1) FORCES. (Ib) - 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: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl.; GCpi=0.18; MW FRS (directional) and C-C Exterlor(2E)'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) 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 qualified building designer. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. . June 8,2021 . ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the. applicability of design parameters and propedy,incorporate this design into the overall - building design. Bracing Indicated is to prevent buckling of individual truss web. and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate: Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 " Tampa, FL 36610 Job Truss Truss Type City 1 Ply 2265 CR 3CAR T24252337 2776603 PB1 Piggyback Truss 2 1 Job Reference (optional) tiunaers mrStsource Imam Gny, rL), mart L:ny, rL - 33bbf, t1.43U s may 1 z zuzi ivii i eK Inausines, Inc. Man Jun / 14:b I:3U ZUZ I rage i ID:6gDIOH2OVegi Nk1 sxoNemzyuULB-gbsjfg_?rVAxEn3jZW VijJtpjVjDGC6UMKG RKuz8eQx 2-0-0 2-8-0 4-8-0 2-0-0 0-8-0 2-0-0 - .... • 44 11: Scale =1:9.2 3 .... _ . 2x4 = 4-8 2x4 = 480 LOADING (psf) SPACING- 2-0-0 _ CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 4 n/r 180 MT20_ 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT). 0.00 4 n/r 120 BCLL 0.0 Rep Stress [nor YES WB . 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-0 Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or, 10-0-0 oc bracing. REACTIONS. (size) 2=2-8-14, 4=2-8-14 Max Horz 2=-37(LC 8) Max Uplift 2=-91(LC 10), 4=-91(LC 10) . Max Grav 2=135(LC 1), 4=135(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: ASCE7=16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1'.60 . .. . 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) Gable requires continuous bottom chord bearing.. 5) This truss has been designed for a 10.0 psf bottom chord live load nohconcurrent 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 qualified building designer.. Michael S. Magid PE No.53681 MiTek USA, Inc. FL. Cart $634 6904 Parke East Blvd. Tampa FL:33810 Date: June 8,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall: building design. Bracing Indicated is to prevent buckling of individual truss web.and/or,chord members only. Additional temporary and permanent. bracing .. pp� IVI�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 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, FL36810 Job Truss Truss Type Qty Ply 2265 CR 3CAR T24252338 2776603 R2 . Jack -Open Truss 1 1 Job Reference (optional) tsunaers rirsi6ource (riant Ldty, rL),: flan Glty, t-L- JJbti (, - ts.43u S may lz zuzi mi I eK Industries, Inc. Mon Jun I 14:b1:81 zUZI rage i I D:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-BnQ5t0?ecplorxev7Di xG W QxFv3H?fLdb_0_sKz8eQw 1-10-10 3-1-8 1710-10 .3-1-8 Scale =1:10.7 la v 6 N N O W 3-1-8 date L)nsets (A,Y)-- (z;u-u-3,togel LOADING (psf) "'SPACING- 2-0-0 ' CSI. DEFL. in (loc) ' I/deft Ud PLATES_ GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC' 0.10 Vert(CT) 0.01 ' 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00. 2 n/a n/a BCDL. 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD' Structural wood sheathing directly applied or 3-1-8 oc puffins. BOT CHORD. 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or:10-0-0 oc bracing.:. . REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical . Max Horz 2=113(LC 8) Max Uplift 3=-19(LC 5), 2=-194(LC 8), 4=-3(LC 1) Max Grav 3=36(LC 13), 2=173(LC 1), 4=30(LC 8) 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) This truss has been designed for a 10.0 psf, bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed fora live load of 20.0psf 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=194. .. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 52 Ib up at 1-5-4, and 42 lb down and 52 lb up at .1-5-4 on top chord, and 31 Ito up at 1-5-4, and 31 lb up at 1-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) ;Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3==54, 4-5= 20 Concentrated toads (lb) Vert: 8=105(F=52, B=52) 9=35(F=17, B=17) Michael S. Magid PE No.0681, MITek USA, Inc. FL, Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and, property incorporate this design into the overall: 'building design. Bracing indicated is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing, ... .. . MITek'. is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the . fabrication, storage; delivery, erection and bracing of trusses and truss systems, see - ANSYTPl1 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 2265 CR 3CAR T24252339 2776603 R7 JACK -OPEN TRUSS 3 1 Job Reference (optional) tsu0aers mrslbOUrce tenant ony, FL),: mans ony, f-L - 3Jbbf, ts.43U S may 1,2:2UP1 mi I eK Industries, Inc. mon Jun / 14:51:32 ZU21 rage 1 ID:ZYc6AOGNbVAfFo43ovpJT9ypvsQ-cz_U4MOGN7QfT5C6hxYAoky6fJLDk38ngelYOmzBeQv -1-10-10 6-3-7 9-10-13 1-10-10 6-3-7 3-7-6 4 Scale =1:22.8 1 /� Io 1 1 6-3-7 3.7-6 Plate Offsets (X,Y)-- [2:0-2-11,0-0-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) " I/defl Ud PLATES GRIP TCLL 20'.O Plate Grip DOL 1.25 TC 0.30 Vert(LL) '-0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . t.25 BC 0.37 Vert(CT) -0.06 7-10 >999 .180 BCLL 0.0 Rep Stress Incr NO WB 0:22 Horz(CT) 0.01 5 n/a n/a BCDL' 10.0 Code FBC2020/TP12014 - Matrix-MSH Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD" 2x4-SP No.2 BOT CHORD Rigid ceiling directly applied or.10-0-0 oc bracing. WEBS 2x4 SP No.3. . REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=241(LC 8) . . Max Uplift 4=-80(LC 8), 2=-267(LC 8), 5— 170(LC 8) Max ,Grav 4=78(LC 1), 2=404(LC 1), 5=361(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-577/214 BOT CHORD 2-7=-294/530, 6-7=-294/530 WEBS 3-7=0/307, 3-6=-640/355 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lurriber 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 20.0psf 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 at=lb) . 2=267, 5=170. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 52 lb up at 1-574, 42 lb down and 52.Ib up at 1-5-4, 6 lb down and 83 lb up at 4-3-4, 6 lb down.and 83 lb up at 4-3-4, and 45.Ib down.and 130 Ib up at 7-1-3, and 45 lb down and 130 Ito up at 7-1-3 on top chord, and 31 lb up at 1-5-4, 31 lb up at 1-5-4, 6 lb down and 9 lb up at 4-3-4,_6 Ito down and 9 Ito up at 4-3-4, and 341b down and 1 lb up at 7-1-3, and 34 lb down and 1 lb up at 7-1-3 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): i umber Increase=1.25, Plate Increase=1.25 . Uniform Loads (plf) Michael S. Magid PE No.53681 Vert: 1-4==54, 5-8=-20 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 8,2021 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not . A truss system. Before use, the building designer must verify the applicability of design parameters and 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 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetyinformation. available from Truss Plate: Institute,:2670 Crain Highway, Suite 203 Waldorf, MD 20601 .. Tampa, FL 36610 Job Truss Truss Type Qty . Ply 2265 CR 3CAR T24252339 2776603 R7 JACK -OPEN TRUSS 3 1 Job Reference (optional) 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 pammeters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .. _ MOW_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSYTPll 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 .r. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/ "_ Center plate -on joint unless x, y 6-4-8- dimensions shown in.ft-in-sixteenths Failure t0 FOIIOW Could Cause Property:. 4 offsets are indicated. .. (Drawings not to scale) Damage of Personal. Injury Dimensions. are in ft-in-sixteenths: 1; Additional stability bracing for truss system; .e.g. Apply plates to both sides of truss j 2 3 diagonal or X-bracing, is always required:. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by.an engineer. For c1-2 c2-3 wide truss spacing, individual lateral braces themselves 01611 may:require sing; or alternative Tor I . ma bra WEBS 4 bracing should be considered. - p�N 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. V N U 6- 1�p 4.: "Provide copies of this truss design to the building O II h p and on For 4 x.2 :orientation, locate c�-8 :: :. c6a c5-6 :: all other interested partiessor, property ,� BOTTOM CHORDS o erty owner plates 0- 10 from outside 5. Cut members to bear tightly against each other. edge of truss: 8 7 6 : " ... 5 . . 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND -THE TRUSS STARTING AT THE JOINT FARTHEST TO , g y protected from q 7. Design assumes trusses will be suitably connector plates. THE,LEFT. the environment in accord With ANSI/TPI 1. d. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT. 8: Unless otherwise noted, moisture content of lumber Plate location details available in MiTek.20/20 NUMBERS/LETTERS. shall not exceed 19% at time of fabrication. software or upon request. 9. Unless expressly noted, this design is not applicable for t t t b PLATE SIZE PRODUCT CODE'APPROVALS use with ire retardant, preservative , or green lumber.: . ant,. pr t• treated, n ICC-ES Reports: 10. Camber is a non-structural consideration and is the u The first dimension is the plate responsibility of truss: fabricator. General practice is:to width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection:' X to slots. Second dimension is ER-3907, ESR72362; ESR-1397, ESR-3282 11. Plate type, -size, orientation and location dimensions the length -parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION better a and 12. Lumber used shall be of the species and size, a in all respects, equal to or than that.: ci i spe 'fed:. Trusses are desi nedfor wind loads in the lane of the Indicated by symbol shown and/or g p 13. Top chords must be sheathed or prirlins provided of by text in the bracing section of the truss unless otherwise shown:. spacing indicated on design. Output: Use T qr I.bracing - 14. Bottom chords require lateral bracing at 10 ft. spacing, if indicated. Lumber design values are in accordance With ANSI/TPI 1 or less, if no ceiling is installed; unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. Connections' show e responsibility. f others. . 15. C ctions not n are the es onsib'lity o ers - D 16. o not cut or alter truss member or plate without prior; Indicates. location where bearings. :. approval of an engineer... reactors section.) Icons vary but © 2012 MiTekO All Rights Reserved i7. Install and load vertically unless indicated otherwise. (supports) occur. indicates joint, ..... number where bearings Occur.. 18. Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. �� environmental, health or performance risks. Consult with project engineer before use. " Industry Standards: 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone ANSITTPII: National Design Specification for Metal is not sufficient. Plate Connected Wood Truss.Construction. DSB-89: Design :Standard for Bracing. - MiTew 20. Desinassumes manufacture in accordance with ABCSI: Building Component Safety Information, Ns PI f Quality Criteria: Guide to Good Practice.for Handling, .. . .. 21.The design does not take into account any dynamic: Installing & Bracing of Metal Plate or other loads other thaw those expressly stated. .. Connected, Wood Trusses.. MiTek Engineering Reference Sheet:: MII-7473 rev.-5/19/2020