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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 rl=DS Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-72-0484 I E: info@fdseng.com Website: www.fdseng.com ENGINEERING A880CIATES February 24, 2020 Building Department Ref: Adams Homes Lot: Lot 31 Blk 1 Subdivision: Fort Pierce - Waterston Address: 8708 Merano Ave. Model: 1820 C RHG KA # 20-1408 Truss Company: Builders First Source Date of drawings: 2/18/20 Job No.: 2254628 Wind Speed: 160 Exposure: C Truss Engineer: Thomas A. Albani 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 no\.h p�yti�iTo % �i '� � 0 E lV d.. Sincerely, `�.`v .. n .: � No 87864 � E copy •.' w•r; =r •* .y..}�; STAY_ OF P • `� 2/24/2020 Carl A. Brown, P.E. Luis Todd M. Born, P.E. FL. # 56126 FL. # 87864 FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" CAUTIONM - �L LIAi � Ex 1lAZ os to41 in `li V `V IR J � '1, 11, 684# U erra w w 514# U W124 la-0•CLG 112VLT E E 1a4•cLG E F E E E E 4 3�2VLT 10'-0•CLG E E 1a-11'CLG 112`41LT F E E AN E E A8bD SPACE E E E E E E LL 118VLT F A0 112 VLT 10'-0• CLG E E AIGO IV4'CLG S'-PCLG AIIG � m � T S E T 1lA L m T 10.0'CLG 11n0-00 brg wfteewali to 1 a-0' a'-0' CLG CONNECTORS SCHEDULE ROOF TRUSS q Ip MODEL ROOF UPLIFT SYM 0 1 A• LUS24 / JUS24 895 / 835 490 /510 3LI 10 A HTU26/ THD26 3600 / 3470 1555 / 2330 31A 0 B 4680 / 6040 2140 / 2330 AIB 0 C / THD26.2 3600/3355 2175/2340 2 LC 0 D / THD28-2 4680/6005 3485 /2596 1ID0 E 2 / THDH26-2 5320/5245 2155 /2340 2IE0 F R2D2THD28 2 / THDH28.2 7460 / 8025 3235/3330 0 G 3 / THDH26-3 5230/6245 2155/23400 H .3 / THDH28.3 7460/7835 3235 /4370J HJC26 9100/8990 4095 /4370P J6 REVIEWED ❑ REVISE AND RESU9YT ❑ REVIEWED WITH NOTATOM 0 NOT REVIEWED (SEE EIfP"TION) Correction: or cot w allta mods on equipnlerd sutimithils or shop drawings during On review do not re ieve corn - tractor tram comptiance with roWnernal of ttie draw-, Inge and specifications. This dlodh Is only for review. of general conformance with the design Concept of the project and general aomplianios with the information given i i the contract documerhts. The contractor is responsible for confirming and coreUgrg all quantities and dimen- sions, selecfing fabrication proaasas arhd techniques of construction, coordinating he work with � of all o0w trades and performing hiswork,ine soft manner. FLOR A QEMN SOLM ; INC. Date 'dfJ Submtialgo. Pn odNo. PrajedEng. ProjW Name 6MECEInW F1UWIC ISN111Ea Nf¢m BYrJL�.R TIYwMY DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCIs1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (le. SHEATHING, SHINGLES, ETC) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 11 NUMBER OF GIRDER PLIES AND BEARING BLOCK REQUIREMENTS. SCAB DETAILS (IF REQUIRED) UPLIFT AND GRAVITY REACTIONS. WARNING Backchargea Will Not Be Accepled Regardless of Fault WMout Prior Notification By Customer Wdhtn M Heus And InwsBgation By Build.. Fist Saus, NO EXECPTIONS. Lonnacliona. Temporary end Pemmrsnt Bracing, Am Coifing And Roof Dlaphmgm Connections. ROOFPITCH: W12 CEILING PITCH: 0112 TOP CHORD SIZE: 2 X 4 SOTTOMCHORDSIZE 2X4 OVERHANGLENGTH: IS - END CUT: Plumb CANTILEVER: — TRUSSSPACING: 24' BUILDING CODE: FB02017 BEARING HEIGHT SCHEDULE Hatch Legend =8'-0" aff ®10'-0" aff PLAN DATE 1 2020 REVISIONS: 1. 2. 3. 4. BuY� FirstSo� N08 Alrpod Road PI City, FL 33563 Ph.(813) 305-1300 Fax(813) 305-1301 r 9 ./ . Pr dJBan (3M -"".d!'u-° C!�u:I'rai';k+, i j ?Lf.?ili;TOL4WT�V:':i:l":_r di5;!irrt3`L•2 iR;!fjiL!;L'fT_ �'rC _+ASiT( 2!f'.9!tr..^•:1; 7C ?%1G �-3'.:0.' t,;,: ct xrJvc•, Exit :;! ^gri:,co9 yG L ,:• TrYaV 3d' ,in ilIST3i!!f;^,9; ybiw iro-tt�iv+t ICl V:;'ot, :fiT :t�l �. iv'SJ: rYJ ��E`r`: •vi'^: fr:Y. 5::(1S.ff1lCIAC.- ly.�p9.7 3fil::ib7IIEi:Qr9?7 _kl!?b:.t'3?7 a� piC L-•^.Y..' pNl 7i(1::P1i9�i�.`.- 'l(C .:. i!< OB p.� j,Cv fhb r.-..»!-: ::ii^ !+c rJ .T,•e1 � •; �i';p::' uri �R:;Ff.IlTi:n::. �•^ai:.�':i� ::, t14%]C.T 5j4 Oficypr.ii'tit'. =••y ^a a :: d:T4'i W16 MiTek' L y-4w Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2254628 -lot 31/1 waterstone MiTek USA, Inc. Site Information 6904 Parke East Blvd. TT a F133610.4115 Customer Info: Adams Homes Port St Lucie Project Name: 2254628 Model: 1828 3G Lot/Block: 31/1 Subdivision: Waterstone-St Lucie County Address: 8708 Merano Ave.,. City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 32 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# T19447460 T19447461 T19447462 Truss Name A01 A02 A04 A05 A06 A07 A08 AlOG A11G A24G B01 G B02G B03G B06G C1 civ C3 C3V C5 C5V Date 2/18/f 2/18/f 2/18/f 2/18/f 2/18/, 2/18/, 2/181, 2/181, 2/181, 2/18/: 2/18P 2/18/: 2/181, 2/18/: 2/18/1 2/18/: 2/18/: 2/18/, 2/181, 2/18/: 2/18/: 2/18/: No. Seal# Truss Name Date 23 T19447482 D01G 2/18/1 24 T19447483 'D02A 2/18/f 25 T19447484 E7 2/18/: 26 T19447485 E7V 2/18/: 27 T19447486 E7VP 2/18/1 28 T19447487 G01 2/18/, 29 T19447488 G02 2/18/f 30 T19447489 G03 2/18/1 31 T19447490 H7 2/18/: 32 T19447491 H7V 21181, The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI1TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MTek or TRENCO has not independently verified the applicabilityof the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. 39380 riz 0: STATE OF :4uI/` 4�S/ONA' 0 Thomas A. Alban] PE No.39380 6904 Parke East Blvd.i ®p Date: February 18,2020 Albani, Thomas 1 of 1 Job. Truss Truss Type r (A Dry Ply lot 31/1 waterstone T79447460 2254628 A01 SPECIAL 8 1 Job Reference (optional) . Builders FirslSource (Plant City, FL), Plant City, FL- 33567, s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:27:23 2020 6.00 12 5x6 = Scale = 1:72.4 1a I9 4x10 MT20HS � 3A0 12 4x10 MT20HS 8-8.0 17.6-B 22-1-8 31-0-0 39-8.0 6-B-0 B-10.R d-6.15 13-10-13 8.8-0 Plate Offsets (X,Y)-- 12:0-0-14,Edgel, [4:0-4-0,0-0-01, [6:0-4-0,06-01, [8:0-0-14,Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (la) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ved(LL) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.00 10-11 >475 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES W B 0.62 Horz(CT) 0.56 8 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix-MSH Weight: 197 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.t BOT CHORD 2x4 SP No.t 'Except' 2-14,8-10: 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 1 Row at midpt 6-11, 4-12 REACTIONS. (lb/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Horz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. TOP CHORD 2-3=-501 5/2708, 3-4=-4724/2545, 4-5=-2447/1526, 5-6=-2447/1526, 6-7=-4632/2545, 7-8=-4908/2708 BOT CHORD 2-14_ 2261/4844, 12-14=-1480/3327, 11-12=-656/1914, 10-11=-1480/3087, 8-10=-2261/4433 WEBS 5-11=-450/970,.6-11=-1297/858, 6-10=-708/1631, 7-10=-271/284,5-12=-450/1024, 4-12=-1385/858,4-14=-708/1789, 3-14=-257/284 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L 40ft; eave=5tt; Cat. II; E>ip C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10. Intedor(1) 2-7-10 to 15-106, Exterior(2) 15-106 to 23-9-10, Interior(1) 23-9-10 to 37-M, Exterior(2) 37-06 to 41-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=1b) 2=797, 8=797. Thomas A Albanl PE No.39360 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: February 18,2020 Q WARNING- Vedfxdeal9D Pareiaete.and READ NOTES ON MMANDWCLUDED MREKREFERANCEPAGEMIF74m3re.. 1403405DEFORE USE. Design valid for use only Win Mrea connectors. This design 6 based only upon parameters shown. and Is for an Individual building component. not a truss system. Before use, the building designer must vestry the oppllcablllN of design parameters and properly Incorporate fib design Into the overall building deslgn. Brocing indicated 6 to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stobillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrica8on, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII Cu Criteria. DSB49 and 6C31 Building Camponent 6904 Parke East BNd. Safr ty Infosmalbstwolobie ham truss Plate InsnMe. 218 N. Lee Sheet, Suite 312. Alexandra. VA 22 14. Tampa, FL 33610 Job. Truss Truss Type r la Ply lot 3111 watersiona T79447461 2254628 A02 SPECIAL �Oty 2 1 Job Reference o lanai . Builders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 6 Feb 7 2020 MiTek Industries, Inc. TUB Feb 18 13:27:25 2020 b 6.00 12 3x4 = 5x6 = 5x6 = 5x8 > 3.00 12 - 5x8 c :202 15-7-7 19-10.0 240.9 31-0-0 39-8-0 8-8-0 i fi-11-7 4-2-9 41209 1 V, -7 1 S B-0 Scale = 1:74.1 Plate Offsets (X Y)- f2:0-2-7 Edge] f4i0-4-0,0-3-01.15:04-0 0-2-81 (6:0-4-0 0-2-81 (7:0-4-0 0-3-0] f9:0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. -DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.61 11-12 >787 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES W B 0.75 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2181b FT=20% LUMBER. TOP CHORD 2x4 SP No.2 *Except* 14,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP M'31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or4-8-14 oc bracing. REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Harz 2=417(LC 8) Max Uplift 2=797(LC 10), 9=-797(LC 10) FORCES. III - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-4905/2771, 3-4=4621/2604, 4-5=2726/1736, 5-6=-1932/1427, 6-7=-2726/1736, 7-8=4621/2604, 8-9=4905/2771 BOT CHORD 2-16=-2318/4717, 15-1fi=-1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11-12=-1510/3090, 9-11= 2318/4431 WEBS 3-16=-282/293,4-16=-739/1735, 4-15=-1216/789, 5AS-569/1133, 5-13=-269/321, 6-13=-265/321,6-12=-571/1066,7-12=-11381789,7-11=-740/1605, 8-11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vascll 24mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -14-0 to 2-7-10, Interfor(1)2-7-10 to 15-0.6, Extedor(2) 15-0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exterior(2) 37-M to 41-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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.Opsf on the bottom chord hall areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crashing Capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 9=797. - Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 QWARNWG- Verilydeslgnparsieetersaed READ NOTES ON TNISANO INCLUDED MITEKREFERANCEPAGEMX74M.. VID ciaiSBEFORE 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 muss system. Before use, the building designer must verity the applicability of design parameters and papery Incorporate ih6 design Into the overall building design. Bracing Indicated b to prevent bucking of Individual hum web and/or chord members only. Addhonol 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 antl hum systems, sesANSVIP1I good CMoM, D61d9 and 6011sulding Component 69N Parke East BNd. Sdbly N/elmdlbnwollpble ham Truss Plata Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22914. Tampa, FL 33610 Job ' Truss Truss Type 1 Oty Ply lot 31/1 waterstone T79447462 2254628 A03 SPECIAL 2 1 Job Reference o tional Builders Fust5our0e (Plant City, FL), Plant City, FL - 33567. s Yen / ZUZU MI I eK meusmes. Inc. I ue Yee la 13:ZG26 ZUZU 12 I 5x6 = 5x6 = 5 6 4x10 MT20H5 % 3.00 12 5.8 Scale=1:74.6 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0. ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/fP12014 CSI. TC 0.90 BC 0.73 We 0.96 Matrix-MSH DEFL. Vert(LL) VeR(CT) HOrz(CT) in (too) Well L/d 0.60 11-12 >789 240 -0.9811-12 >485 180 0.56 9 n/a n/a PLATES MT20 MT20HS Weight: 204 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at micipt 4-14, 6-14 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. gla) - Max. Comp./Max. Ten. -Aft fames 250 (lb) or less except when shown. TOP CHORD. 2.9=5012/2919, 3-4=-4688/2731, 4-5=-2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=-4623/2731, 8-9=-4924/2919 BOT CHORD 2-15=-2454/4800, 44-15=-1588/3237, 12-14=-968/2197, 11-12=4588/3060, 9-11= 2454/4450 WEBS 3-15=-307/324,4-16=-783/1792,4-14=-1241//91,5-14=-415/824,6-14=-251/253, 6-12=-415/915,7-12=-11681791,7-11=-783/1646, 8-11=-319/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpn; TCDL=4.2psf, BCDL=S.Opsf; h=15ft; B=45ft; L=401t; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2.7-10. Interior(1) 2-7-10 to 13-0.6, Extedor(2) 13-0-6 to 26-7-10, Intedor(1) 26-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and anyother members, with BCDL= 10.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011b uplift at joint(s) except Qt=11b) Thomas A.Albani PE No.39380 2=797, 9=797. MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job - Truss Truss Type r r Oly Ply lot 3111 waterstone T19447463 2254628 A04 SPECIAL 2 1 Job Reference (optional) Builders-ustsource (Plant Grty, FL), Plam Glty, 1-1--33bbt. 6.24U s "D 12U2U MI I ex Industries. Inc. I lb 13.47:W 2U40 6.00 12 5' 5x6 = 3z4 = 5 25 6 26 7 Sx6 i 24 27 5x6 C 4 8 2x4 2x4 5 3 9 1.5xB STP= - o� - 28 1.Sx8 STP = 16 2 .11 Bx12 MT20HS = 5xS \\ 5xB � 3.00 ri2 15 14 29 30 5x8 = 46 = 13 12 5zB = 6x12 MT20HS = 8.8-0 15-a- 24-8-0 31-0-0 39-8-0 A-a-n ae-n o.R.n a.e.n {4-.-n 5x8 5x8 11 Scale=1:73.4 10 11 B lb 4l9 0 Plate Offsets(XY)-- 12:0-2-3Edae] [2:0-2-7Edael [4:0-3-00-3-0]-15:"-00-2-01 [7:0-3-00-2-01 [B:0-3-00-3-01 [10:0-2-7Edge7 [10i0-2-3,Edge] LOADING (pso SPACING- 2-0-0 Cat. DEFL. in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.57 13 >841 240 MT20 244/100 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.98 13-15 >484 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) 0.56 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Na.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-B-0, 10=1540/0-8-0 .Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10). 10=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 3-11-12 cc bracing. WEBS 1Row at midpt 4-15,8-13 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=-4956/2969,3-4=-4745/2875,4-5=-2838/1878,5-6=-249a/1782, 6-7=-249111782, 7-8=-2838/1878,8-9=4672/2875, 9-10=4858/2969 BOT CHORD 2-16=-2491/4734, 15-16=-209a/4048, 13-15=-1332/2614, 12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16=-598/1328,4-15=-1646/1009,5-15=-513/980,7-13=-513/980, 8-13=-1538/1009, 8-12=-598/1238, 6-15=-339/196, 6-13=-339/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL= 5.Ops1; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exte lor(2) 20-8-6to 28-7-10,, Interior(1) 28-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 Will tit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2, 10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=797. 10=797. - - Thomas A Albert PE No.39380 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 QWARNING- Vedtydnignperemerer4end READNOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEMII-7473mx. nM=015 BEFORE USE, Deslgn valid for use only with MOek® connectors. ibis design Is based only upon parameters shown, and Is for an Individual Wlldlag component, not ��- a hum system. Before use. Me bulltling crooner must verity Me applicability of design parameters and property Incorporate MB design Into the overall building design. Brocing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobncallon, storage, delivery, erection and bracing of trusses and hues systems, seeANSURl1 Quality CMerlo. DSea9 and SCSI Buldh3 component Bees Parke East BNO. Safety Informatbrlovolloble from Truss Plate Institute. 218 N. We Sheet, Suite 312, Alexandria VA 22314. Tampa, FL War Job• Thus Type r i1, Oty Ply tat 31/l walerstoneT19447464 TSPEC A05 IAL 1 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Feb 7 2020 MiTek Industries, Inc. Tue Feb 1613:27:30 2020 Page 1 ID:1930GWBBpX3jR187zeOm7kz5?ad-xDFyoSD7IXObc 15eOSK714Kov6e?Sw4bvJEz4uNR r1-4.9 fi-8-0 13-0-0 19-10.0 2E8-0 33-60 39-8-0 k1-0:0 '1-a-0 fi-8-0 fi-4-0 6-10.0 s-10-o 6-0-0 E9-0 I1-0-0' 5xa = 6.00 12 3x4 = 4 23 24 5 5x6 i 22 3 1.5.8 STP = 21 14 a 2 13 12 d 1 ax12 MT20HS = 3x4 = 4x6 = 5.8 = 3.00 F12 5x6 = 25 260 27 Sx6 7 11 10 3x4 = 6x12 MT20HS = MOP 165.7-5 24-0-11 31-0-0 39-8-0 I fi-11-5 I &5.6 I 6-11-5 I 8-8-0 Scale = 193.4 28 \t.Sxa STP = gg I N 5xa Plate Oftsets(X.Y)- [2:0.2-7.Edge1 [3:0-3-0,03-0][4:0-5-00-2-0][6:0-5-00-2-01 17:0-3-00-3-01 [8:0-2-7,Edga1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.62 10-11 >762 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 11-13 >498 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.80 Horz(CT) 0.59 8 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 190 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 *Except' 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 *Except* 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1540/078-0, 8=1540/0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10). 8=-797(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3081, 3-4=-4613/2900, 4-5=-3036/2066, 5-6=-0036/2066, 6-7=-0613/2900, 7-8=-4919/3081 BOT CHORD 2-14=2601/4556, 13-14=1468/2821, 11-13=-1739/3223, 10-11- 1468/2821, 8-10=-2601/4445 WEBS 3-14=-371/405, 4-14=-1034/1926, 4-13=-156/535, 5-13=399/285,5-11=-399/285, 6-11=-156/535,6-10=-1034/1815, 7-10=-378/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;. Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf•, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Fxp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Intedor(1)2-7-10 to 9-0.6, Exterior(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Exterior(2) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a -rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 8=797. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job - Truss Truss Type , k ay Ply lot 31/1 waterstone T19447465 2254628 A06 SPECIAL i 7 Jab Reference o clonal r,dn, u,ny, a4ao., o.zeu s reo r Inc. I ue too 1 Is 1 J:zt:31 zuzu Scale =1:72.0 5x6 = 2x4 11 Sx6 = 5x6 = 4 24 25 5 6 26 27 7 6.OD if 12 2x4 i 23 28 2x4 3 8 C 1.5x8 STP = 22 29 1.Sx8 STIR 15 14 12 _ 1 a 8x14 MT20HS = 73 5x8 = 4.6 =. 144 11 N 910 `7' 9T Sx8 = Bx14 MT20HS = 14 0 Sx8.2 3.OD 12 Sx8 8.8-2 16-10.11 I 22-9.5 I 31.60 39.8-0 , i-M Plate Offsets (X Y)-- 12:0-2-7 Edger f4:0.3-8 0-2-01 16:0-M 0-3-07 [7:0-3-8 0-2-4119:0-2-7 Edge] 111:0-7-0 0-3-91 r15:0-7-0 0-3-91 LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.7312-14 >656 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1.0314-15 >464 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.56 Hom(CT) 0.58 9 r1a n/a BCDL 10.0 Code FBC2017/TPI2014 Mam*MSH Weight:.209 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-6,6-7:2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except- 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1640/0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2= 797(LC 10), 9=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. FORCES. (D) -Max. CompJMax. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3132, 3-4=-0608/2864, 4-5=-4142/2720, 5-6=-4142/2720, 6-7=-4145/2722, 7-8=-460a/2863, 8-9=-4916/3132 BOTCHORD 2-15=-2653/4483,14-15=-1780/3279, 12-14=-2270/4158, 11-12=-1781/3281, 9-11=2652/4442 WEBS 3-15=-333/396,4-15=-752/1516,4-14=-550/1116, 5-14=-321/319, 6-12=-381/321, 7-12=-550/1117, 7-1 1=-749/1461, 8-11=-342/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.Opst h=15ft; B=45H; L=41111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exledor(2) 7-0-0to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Extedor(2) 24-8-6 to 32-7-10, Interior(l) 32-7-10 to 37-0-6, Exledor(2) 37-" to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates. unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with anyother 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2,.9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except jt=lb) 2=797, 9=797. Thomas A. Albani PE No.39383 Iii USA, Inc. FL Cer166U 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING- Vedrydes11rMsmetemend REI1DNOTES ON TNL9 AND INCLUDED MREKREFERANCE PAGE NO-7473mv IDD22015 BEFORE USE. Design valid for use only with MTekO connectors, This design Is based only upon parameters shown, and Is for on individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Ihb 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 alwoys 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 busses and truss systems. seeANS91Pll Quality Criteria, Dal-09 and lal luldlrg Component Safety Informolbmvaiiabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. M!Tek' 69N Parke East Blvd. Tampa, FL 33810 Job- Trues Truss Type r • Oty Ply lot 2254628 A07 SPECIAL 1 1Job �w8temtone�T19447466 - buimers rirsroource trial ury, rL/, ream Ury, rL- ddaot, e.L4u s rea r zuzu ml I e6 mousmes, Inc. I ue reD 1 n 1321:S LULU Scale=1:72.0 6.00 12 1.5x8 STP = 3x4 i 3 26 Sx6 = 4 27 2829 3x4 = 5 Fir 5x8 = 6 3031 32 Sx6 = 7 3x4 833 25 34 1SXB STP= m 2 17 16 15 14 13 12 910 1 ,all 18 5x6 3x4 = 3x6 = Sx6 = 5x6 = 11 2x4. II 3x4 = 2x4 11 3x6 3.00 12 3x6 4-6-5 1111 12-8-0 12 -14 19-111 2fi-60 31-0-0 35-1-11 39-60 an -11 I' an-n n- _'A ]-L9 I F.9.n Sri 4.1-11 Plate Offsets (X,Y)-- r2:0-0-t0,Edgel, r4:0-3-0,0-2-01, f6:0-4-0,0-3-01,17:0-3-0,0-2-01, r9:0-0-10,Edge) -- LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Verl 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.1715-16 >942 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.59 Horz(CT) 0.03 9 rda Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight:.187 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7--5 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Hoa 2=212(LC 9) Max Uplift All uplift 100 lb or less at joints) except 2=-288(LC 10), 9=302(LC 10), 16---686(LC 10), 13=-715(LC 10) Max Grav All reactions 2501b or less atjoint(s) except 2=451(LC 15), 9 527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=-338/121, 4-5=-318/669, 56=-58f715, 6-7=440!/07, 7-8=471/203, 8-9_ 1083/577 BOT CHORD 2-18=-280/979, 17-18=-284/986, 16-17=-23/293, 15-16=328/159, 13-15=-426/281, 12-13=0/332,11-12=-051/945, 9-11=-346/937 WEBS 3-17— 599/493,4-17=-50/419, 4-16=-986/605, 5-16=492f733, 5.15=-520/206, 6-15=489/297,7-12=-70/391, e-12=-588/485, 6-13=-773/717,7-13=-997/675 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40N; eave=5ft; Cat. II; Exp C; Encl., GCpi--1 MW FRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Interlor(1). 2-7-10 to 5-06, Exledor(2) 5-0-6 to 12-11-10, Intedor(1) 12-11-10 to 26-8-6, Exterior(2) 26-8-6 to 34-7-10, Intedor(1) 34-7-10 to 37-0-6, Exterior(2) 37-06 to 41-" zone;C-C for members and forces & MIWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 34-0 tall by 2-" wide Will fit between the bottom chard and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2, 9 considers parallel to grain value using ANSti 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 2681b uplift at joint 2, 302 lb uplift at joint 9, 6861b uplift at joint 16 and 715 lb uplift at joint 13. 9) Load easels) 4, 5, 6, 7, 8, 9, 10, 11, 12. 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: Thomas A. Alban PE No.39380 MTek USA, Inc. FL Cad 6SU 6904 Parke East Blvd. Tampa FL 33610. Date: February 18,2020 ,&WARNING-Vedtydeslge peremelerxand READ NOTES ON TMSAND WCLUDED MITEKREFERANCEPAGEMLL74TJ rev. ldA'YLeISBEFORE USE Design valid for use only with Mire'.® connectors. This design Is based only upon parameters shown. and Is for an Individual building component. not ��- a fruits system. Before use, the building desgner must verify the applicability of design paameters and properly Incorporate this design Info the overall building deal Bracing Indicated is to prevent buckling of IndMtlual fruss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to proventcollapse with possible personal Injury and property damage. For gambrel 9uldance ragarding the fabecaeon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPiI Quell Grunts, DS549 and SCSI euldhp Component 6904 Parke East Blvd. Safety InfosmatbMvailabie from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22 14. Temps, FL 33610 Job• Truss Truss Type , k ply Ply lot 31/1 waterstone T79447466 2254628 A07 SPECIAL 7 1 Jab Reference (optional) Builders RmlSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Feb 7 2020 MTek Industries, Inc. Tue Feb 18 13:27:33 2020 Page 2 ID:1930G W BBp%3jR187Ta0m7kz5?ad-Mox40TG?bSp9TN W cmny9xlfdG?I grPULX1 gZwZAuNO LOAD CASE(S) Standard Except: 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-4=-54, 4.7=-54, 7-10=-54, 17-19=-20, 12-17=-20, 12-22= 20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=1 16,2-25=70, 25-26=47, 4-26=70, 4-28=64, 28-31=53, 7-31=64. 7-33=70, 33-34=47, 9-34=70, 9-10=116, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-125, 2-25=-78, 25-26=-56, 4-26=-78, 7-33=78, 3334=56, 9-34=78, 9-10=125 5) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=3, 2-4=-41, 4-7=-36, 7-9=-41, 9-10=3, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22= 20 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=42, 2-4=13, 4-29=45, 2932=26. 732=16, 7-9=31, 9-1D=21,.17-19=-10, 16-17=-10, 13-16=20(F-30), 12-13=-10, 12-22=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=21, 2-4=31, 427=16, 27-30=26.730=45, 7-9=13, 9-10=42, 17-19=10, 16-17=-10, 13d6=20(F=3(), 12-13=-10, 12-22= 10 Horz: 1-2=-29, 2-4=-39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Internal) Leff: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-26, 2-4=-36, 4-7=d6, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=20, 12-22=-20 Harz: 1-2=12, 2-4=22; 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-29, 2-4=19, 7-9=-22, 9-10=,12 10) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit), Vert: 1-2=74,2-4=45,4-7=45,7-9=45,9-10=74,17-19=-10,16-17=-10,.13-16=20(F=30),12-13=-10,12-22=-10 Horz: 1'-2= 82, 2-4=-54, 7-9=54, 9-10-82 11) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=45,2-4=16,4-7=16,7.9=16,9-10=45,17-19=-10,16-17=-10,13-16=20(F=30),12-13=-10,12-22=-10 Horz: 1-2=-53, 2-4= 25, 7-9=25, 9-10=53 12) Dead + 0.6 MW FRS Wind (Neg. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vera 1-2=-5, 24=d6, 4-7=-16, 7-9=-16, 9-10- 5, 17-19= 20, 16-17=-20, 13-16=10(F=30), 12-13= 20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19= 20,,16-17=-20, 13-16=10(F=30),.12d 3=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ing Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-53, 2-4=-61,4-7=-45,7-9=-30, 9.10=-22, 17-19= 20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22= 20 Horz: 1-2=9, 2d=17, T9=14, 9.10=22 16) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ing Right): Lumber Increase=1.60; Plate Increase=1.60 Uniform Loads (pIQ -- Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9= 61, 9-10=-53, 17-19= 20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-22,.2-4=-14, 7-9=-17, 9-10=-g 17) Dead+0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2= 37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 18) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Ing 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-37, 2-4=-45, 4-7=-45.7-9=-45, 9-10=-37, 17-19=-20, 16-17= 20, 13.16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 0 WARNING -Verllydes/9n paremeters end READ NOTES ON TNISAND INCLUDED MMEKREFERANCEPAGEM&74Te rev. IaNY19156EFORE USE Design valid for use only with Mre&connectors. This tleslgn is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the buiitling designer must verily the opplicablllly of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent budding of individual truss web and/or all members only.. Additional temporary and permanent bracing M(Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrlcation, storage. delivery, erectlon and bracing of trusses and truss systems, seeANSVIPII QUaffly Chub, DSB49 and IsC61 Bull Component Safety Infonnutbnavalloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, 69M Parke East Blvd. Alexandria, VA 22314. Tempe, FL 33610 Job• Thus Truss Type r . Oty Ply lot 31/1 watersione T79447467 2254628 A08 SPECIAL 1 1 Job Reference (optional) • uunoers rimiaouroe Imam ury, ry. I.." ury, rr-- aoaoq 6,00 12 1 2 1.5x8 STP= m d 3x6 % 3.00 12 5x6 = 3 24 17 36 5x8 Scale = 1:72.0 3.8 = 2x4 11 5x6 = 5x12 = 3x6 = 5x6 = 25 d 2627 28 5 29 30 6 31 7 32 833 36 35 9 m N N 1.Sxe 3839 40 151441 42 4344 45 46 12 ST37 0 11 le 6.8 = 3x6 = 6x8 = 1x12 3x8 = 3x6 7-1-8 12-3-1 12 -0 19-10.0 2&2-0 2 -5 6 7-1-8 5-1-9. 0- -15 7-40 fi-4-0' 0. -5 6-3-3 7s1 7-t-8 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1-8], [7:0.3-0,0-0-0], [8:0-3-8,0-2-8], [9:0-3-0,0-2-0], [10:0-0-10,Edge], [12:0-8-0,0-0-81, 113:0-3-8,0-3-01, [16:0-3-8,0-M] [17:0-5-0 0-0-8p LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OAS Vert(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL '1.25 BC 0.90 Vert(CT) -0.2714-16 >630 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 nfa n/a BCDL 10.0 Code FBC2017frP12014 Matdx-MSH Weight: 177 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purfins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-54 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Harz 2- 171(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1659(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434,3-4=-1038/444,4-5=-573/923,-5-6=-856/1302, 6-7=-856/1302, 7-8- 866/1022,8-9=-1360/708, 9-10=-1598f729 BOT CHORD 2-17=-263/1089, 16-17=-923rf51, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288,4-16=-1311/939, 5-16- 1398/1438,5-14=-602/680, 6-14=-421/437, 7-14=-775f753,7.13=-1427/1490,8-13=-1441/1137,9-12=-14/366,4-17- 1017/2098, B-12=-1419/2494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;'Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ff; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356.lb uplift at joint 2, 429 Ito uplift at joint 10, 1695 lb uplift at joint 16 and 1859 in uplift at joint 13. 9) Load case(s) 4, S. 6, 7, 8, 9, 10. 11, 13, 14, 15. 16 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Thomas A. Albani PE No.39388 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 182020 Job• Truss Truss Type r . Ply lot SIM waterstone T19447467 2254628 A08 SPECIAL �Cfty 1 t Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:27:34 2020 Page 2 ID:1930GW BBpX3jRI87ze0m7kz57ad-q_VSepGdM1:05X5oKUTOUzColPHgan5VmhZ6S7zjuNN NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 111 Ib down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 Ib down and 197 lb up at 17-0-12, 111 lb down and 197 It, up at 19-0-12, 111 lb down and 197 lb up at 20-74, 111 It, down and 197 It, up at 22-74, 111 It, down and 197 It, up at 24-74, 111 lb down and 197 to up at 26-74, 111 lb down and 197 lb up at 28-74, and 111 lb down and 197 lbup at. 30-74, and 175 lb down and 356 Ib up at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-8, 92 lb down at 9-0-12, 92 Ib down at 11-0-12, 92 lb down at 13-0-12, 92 Ito down at 15-0-12, 92 lb down at 17-0-12, 92 Ib down at 19-0-12, 92 Ib down at 20-74, 92 lb down at 22-74, 92 lb down at 24-7-4, 92 lb down at 26-74, 92 lb down at 28.74, and 92 Ito down at 30-7-4, and 353 Ib down and 128 lb up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54,3-9=-64, 9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B) 7=111(B) 9=-175(B) 17=-330(B) 15=46(B) 12=-330(B) 24=-111(B) 25=-111(B) 26_ 111(B) 28=-111(B) 29=-111(B) 30=-111(B) 31=-l11(B) 32=-111(B) 33=-111(B) 34=-111(B) 35=-111(B) 36=46(B) 37=46(B) 38=46(B) 39=46(B) 40=46(B) 41=46(B) 42=46(B) 43=46(B) 44=46(B) 45= 46(B) 46=46(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate.Increase=1.60 Uniform Loads (pIQ Vert: 1-2=42, 2-3=13, 3-27=45, 2734=26. 9-34=16. 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (Ib) Vert: 3=130(B)7=156(B) 9=257(B) 17=108(B) 15=23(B) 12=108(B) 24=136(B) 25=136(B) 26=136(B) 28=156(B)29=156(B) 31 31=156(B) 32=156(B) 33=156(B)34=156(B)35=165(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B) 45=-23(B) 46=-23(B) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=21,2-3=31,3-25=16,8-25=26,6-9=45,9-10=13,10-11=42,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3=39, 9-10=22, 10-11=50 Concentrated Loads (Ib) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=156(B) 26=156(B) 28=156(B)29=156(B)30=156(B)31=156(B) 32=156(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B)37=-23(B)3B=-23(B) 39=-23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B) 45=-23(B) 46= 23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16.17= 20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Hors: 1.2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=315(B) 17=128(8) 15=-13(B),12=128(B)24=197(B)25=197(B)26=197(B)28=197(B) 29=197(B) 30=197(B) 31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B)36=-13(B) 37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42- 13(B)43=-13(B)44=-13(B)45=-13(B)46_ 13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 23=5, 3-9=-16, 9-10=-36, 10-11=-26, 17.18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Hom 1-2=-29,2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vera: 3=54(B)7=197(B) 9=356(B) 17=128(B)'15=-13(B) 12=128(B)24=197(B) 25=197(B)26=197(B)28=197(B) 29=197(B) 30=197(B) 31=197(B)32=197(B) 33=197(8)34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B)39=-13(B) 40=-13(B)41=-13(B) 42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 8) Dead+0.6 MWFRS Wind (Pos. Internal) let Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=74, 23=45,.3-9=45, 9-10=45, 10-11=74, 17-18= 10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21- 10 Horz: 1-2=82, 2-3=54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert:3=130(B) 7=136(B) 9=214(B) 17=108(B) 15=-23(B)42=108(B) 24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=136(B)31=136(B) 32=136(B)33=136(B)34=136(B)35=136(B)36= 23(B) 37=-23(B).38=-23(B) 39=-23(B)40=-23(B) 41=-23(B) 42=-23(B)43=-23(B)44=-23(B)45=-23(B)46= 23(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=45,2-3=16,3-9=16,9-10=16, 10-11=45,17-18=-10, 16-17= 10.13-16=49(F=59),12-13=-10. 12-21=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert:3=116(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(8) 24=165(8)25=165(B)26=165(B)28=165(B)29=165(B) 30=165(B)31=165(B) 32=165(B)33=165(8)34=165(B)35=165(B) 36=-23(8) 37=-23(B) 38=-23(B) 39=-23(B)40=-23(B) 41= 23(B) 42=-23(B) 43=121fl 44=-23(B)'45=-23(B) 46=-23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=l'M, Plate Increase=1.60 Uniform Loads(pIQ Vert: 1-2=5, 23=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Hoe: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (Ib) Vert: 3=72(B) 7=197(8)9=335(B) 17=128(B)15=-13(B) 12=128(B) 24=197(B)25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B)38=-13(B)39=-13(B)40=-13(B) 41=-13(B)42=-13(B)43=-13(8) 44=-13(B)45=-13(B) 46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (pIQ Vert: 1-2=5, 2-3=-16, 3-9=-16, 9-10- 16, 10-11- 5, 17-18=-20, 16-17- 20, 13-16=39(F=59), 12-13=-20, 12-21- 20 Horz: 1'-2=-9, 2-3=2, 9-10=-2, 10-11=9 O WABNWG-Vedrydeslgnp MMetersand NEADNOTES ON TNISAND INCLUDED MMKREFEBANCEPAGEARP74 mre.10403 p15BEFORE USE. Design valid for use only with MITek® connectors. This design Is loosed only upon parameters shown, and Is for an IndMdual bWOing component, not a M1uss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate Iris design Into the overall building design. Bracing indicated u to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stoblllty and to prevent collapse win passible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVTpii Quality ClKerh, bSB49 and BCSI Buldln8 Component 6904 parks East Blvd. Soby Informalbrsavallabie ham truss Plate Institute. 218 N. Lee Sheet, Suite'312, Alexandra, VA 22314 Tampa, FL 33610 Job• Truss Truss Type I + Ply lot 3111 waterstone T79447467 2254828 A08 SPECIAL �Qty 1 1 Job Reference a tional • Builders FirstSource (Plam City, FL), Plant City, FL- 33567. 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:27:34 2020 Page 3 ID:193QGW BBpX3jR187ze0m7kz5?ad-q-VSepGdMbc05X5oKUTOUzColPHgan5VmhZ6S?zjuNN LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=72(B) 7=1 97(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=1 97(B) 26=1 97(B) 28=197(B) 29=1 97(B) 30=1 97(B) 31=1 97(B) 32=197(B) 33=1 97(B) 34=1 97(B) 35=197(B) 36=-13(B) 37>13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=13(B) 42=-13(B) 43=-13(B) 44=-13(3) 45=-13(B) 46=-13(B) 13) Dead +0.75.Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11- 22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13= 20, 12-21=-20 • Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3= 19(B) 7=145(B)9=232(B) 17=76(8)15=-13(B) 12=76(B) 24=145(B) 25=145(B)26=145(B) 28=145(B)29=145(B)30=145(B)31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B)36=-13(B) 37- 13(B)38=-13(B) 39=-13(B)40=-13(B)41=-13(B)42- 13(B)43- 13(8)44=-13(B) 45=-1 SIB)46=-13(B) 14) Dead +0.75 Roof Live (bal.) + 0.751[0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 - Uniform Loads (pill Vert: 1-2=-22, 2-3=30, 3-9=-45, 9-10=-61, 10-11=-53,. 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13= 20, 12-21=-20 Horz: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B) 25=145(B)26=145(B) 28=145(B)29=145(8)30=145(B) 31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B)38- 13(B)39=-13(B)40=-13(B) 41=-13(B) 42=-13(B)43=-13(B) 44=-131B) 45=-13(B)46=-13(B) 15) Dead +0.75 Roof Live (baIJ+0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=-37, 2-3=-45,3-9=-45, 9-10=-45, 10-1 1=-37,17-18= 20, 16-17= 20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B).9=247(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B) 25=145(B) 26=145(B)28=145(B)29=145(B) 30=145(B) 31=145(B)32=145(8) 33=145(B) 34=145(B) 35=145(B) 36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B) 41=-13(B) 42=-13(B)43- 13(B) 44=-13(B)45- 13(B)46=13(B) 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Intl 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=37, 17-18=-20, 16-17=-20, 13-16=24(F=A4), 12-13=-20, 12-21= 20 Ho® 1-2= 7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (Ib) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15- 13(B) 12=76(B)24=145(B) 25=145(B) 26=145(B)28=145(B)29=145(B) 3D=145(B).31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B)43=-13(B) 44=-13(B)45=-13(B)46=-13(B) QWANNING-VONtydeslgapemmetersend N£ADN07ES ON TMGANDINCLUDED MOEKBEF£NANCEPAGEMIA747arev. IaTacI)ISOEFONEUSE _ Design vold for use only with Milelss connectors. Erb design Is based only upon parameters shown, and a for an individual bolding component. not a truss system. Before use, the buflding designer must verity the oppllcobllily of design parameters and properly Incorporate tins design Into the overall building design. Bracing Indicated 6 to prevent bucHing of lndivIdual truss web and/or chord members only.. Atldi6onal temporary antl permanent bracing MiTek' Is always required for stablllly and to prevent collapse with Dasvble personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cd aria, DSB-89 and SCSI Bu9dbD Component 69M Parka East Blvd. Safely Wormationavoilable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Aleacndrla, VA 22314. Tempe, FL 33610 - Job• Tms Truss Type . • Ory Ply lot 31/l waterstone T19447468 2254626 A09 SPECIAL 1 1 Job Referenrs o trailed builders husuJoume (edam cny, I-L), eland Gny, I-L- 33bbl, e.ccu s red r zuzu mu ex mausmes, rno. me r.D ro rsu ao cam Scale =1:74.5 6.00 FIT 5xB = 3x6 = 6.12 MT20HS J 5.6 G 7 3x4 = 5z8 5zB 3,p012 &8-0 15-7-5 240.11 31-0.0 39-8-0 A.zn I 6.115 A-5-6 &11-5 &B-0 Plate Offsets (X Y)- [2'0-2-7 Edael [3:0-3-0 0-3-0] [4:0-5-00-2-01 [7.0-3-0 Edged [9'0-3-0 0-3-01, [10:0-2-7 Edael LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.95 Ven(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -0.96 13-15 >497 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight:. 199 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 34,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 -Except' BOT CHORD 14-16,12-14:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1540/0-8-0 Max Hom 2=-351(LC 8) Max Uplift 2=797(LC 10), 10=797(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3074, 3-0=-4613/2894, 4-5=-3032/2041, 5-6=3037/1996, 6-8= 2899/1874, 8-9=A664/2799; 9-10=-4929/2938 BOT CHORD 2-16=-2641/4620, 15-16=-1500/2827, 13-15=-1739/3209, 12-13=-1439/2856, 10-12=-2470/4456 WEBS 3-16=-368/403, 4-16=-1046/1945,4-15=-132/484, 5-15=339/256,5-13=-415/322, B-13=-181/531, 8-12=962/1816,9-12=-298/322 Structural wood sheathing directly applied. Except: 1 Row at midpt 6-8 Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opst; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS.(directional) and C-C Extedor(2) -1-4'-0 to 2-7-10, Interior(l) 2-7-10 to 9-0-6, Extedor(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Extedor(2) 21.0-7 to 26-4-1. Intedor(1)26-4-1 to 37-0-6, Extedor(2) 37.0-6 to 41.0-0 zone;C-C for members and forces & MW FPS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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) Bearings are assumed to. be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beading surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7971b uplift at joint 2 and 797 lb uplift at joint 10. 10) Graphical puffin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. Thomas A Albani PE No.39380 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Data: February 18,2020 Q WARNING -V1dfydes/enpe®metenard NERD NOTES ON THIS AND INCLUDED aUmKREFERANCEFAGEMIF7473rex. 1a1QAo1SOEFORE USE. Design volld for use only with MBekG connectors. This design k based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, Me building designer must verify the oppllcabllBy, of design parameters and propeey Incorporate this design Into the overall bulldingdaugn. Bracing Indicated b to prevent buckling of lndivduol truss web and/or chord members only. Addrlonal temporary and permanent bracing MiTek' Is always soured for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabecal on, storage. delivery, erection and bracing of trusses and truss systems, seaANSVIPII Quality CrB9da, DSO-89 and SCSI Building Component Sheet. 6904 Parke East Blvd. Tampa. FL 33610 Safety Inlaaaa6orpvailaDle from Truss Rate Institute. 218 N. Lee Suite 312, Alexandria, VA 22314, Jab• Truss Truss Type , Ply lot 31 If waterstone T79447469 2254628 A10G SPECIAL �Qty 1 1 Job Reference (optional) • EMIda1S 1­I1at60U" U'lem Olty, VLJ, vim ulty. FL- 3Jbb/, um. ruu I.D rb ra:ccab cum 5x6 = 4 2x4 � 25 3 17 Bx14. MT20HS= Scale=1:74.5 5x6 = 6xl2 MT2OHS C 8 30 2x4 II Sx6 i 5 29 7 10 26 27 6 2x4 It 2x4 � m 11 28 16 15 74 13 1.5>8 STP= I 4 5x6 = 5xB = 4x6 = 8x14 MT20HS= 12 m 1b 5x8 % 3.00 12 Blasi &8-0 16-1611 22-9-5 31-00 39-8-0 141M R.9-11 s1n-11 &9-11 I B-B-o Plate Offsets (X Y)- [2:0-2-7 Edael [4:0-3-8 0-2-4] [7:0-3-0 0-3-01, [12:0-2-7 Ednel [13:0-7-0 0-3-91 [17:0-7-0 0-3-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ver(LL) 0.71 14-16 >668 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.9916-17 >481 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W S 0.57 Holz(CT) 0.56 12 We n(a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: .226Its FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-4: 2x4 SP No.1, 10-12: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 -Except' BOT CHORD 15-17,13-15:24 SP No.2 JOINTS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 12=1466/0-8-0, 2=1541/0-8-0 Max Horz 2=343(LC 9) Max Uplift 12=-697(LC 10), 2=-799(LC 10) FORCES. (lb) - Max. CompJMax. Ten. .-All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4924/3302, 3-4=-4611/3035, 4-5=-4162/2886, 5-6=-4162/2886, 6-7- 3893/2738, 7-9=-3703/2587,9-10=-3703/2587,10-11=-4735/3052,11.12=-4949/3246,6-8=-337/262, 8-10=-360/270 BOT CHORD 2-17=-2921/4587, 16-17=-2002/3279, 14-16=-2393/3980, 13-14=-1986/3348, 12-13=-2841/4476 WEBS 3-17=-036/394,4-17=-825/1543,4-16=-616/1029,5-16=-458/450,7-16=-161/406, 7d4=-293/294,10-14=-467/887,10-13=-814/1489, 11-13=-238/290 Structural wood sheathing directly applied. Except: 1 Row at midpt 6-7, 7-10 Rigid ceiling directly applied or 4-4-8 oc bracing. 1 Brace at JI(s): 7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=401t; eave=5ft; Cat.. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-10, Intenor(1) 2-7-10 to 7-0-6, Extedor(2) 7-0-6 to 14-11-10, Intedor(1) 14-11-10 to 19-10-6, Exterior(2) 19-10-6 to 27-9-10, Intedor(1) 27-9-10,to 35-8-6, Exterior(2) 35-8-6 to.39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumnt 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 12, 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6971b uplift at joint 12 and 7991b uplift at joint 2. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 AWARNING -VedydesignpanmeteraandREADNOTESONTHISANDINCLUDED MNEKREFERANCEFAGEN6147aree1WaY20156EFOREUSE. Design valid for use onty with Mrekla connectors. fits design Is based only upon parameters shown, and is for an indvidual building component, not a.truss system. Before use, the building designer must verity the applicabllity of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, weANSVIPII Cua11M CMnlo, OSS49 and 6C616ultlbp Component 6904 Parke East Blvd. - Safely InformatbMvaeable from Truss Hate Institute. 218 N. We Sheet Suite 312, Alexandria. VA 22 14. Tsoca, FL 33610 Job^ Truss Thus Type . . Ply lot 31/1 waterstone T19447470 2254628 A11G SPECIAL �Oty 1 1 Job Reference (optional) • Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MiTek Industries. Inc. TUB Feb 16 13:27:39 2020 3x6 � 3.00 12 Sx6 = 13 12 4x6 = 3x6 = 6x8'= &&0 13-14 2 -0 29-&4 39-8-0 &&D 4-9-4 620-1-8 4 0189-0-4 10-1-12 Scale=1:72.6 3x6 = 9 mIN g Plate Offsets (X,Y)— I2:0-1-14,0-0-71, [4:0-4-0,0-2-81 [8:0-0-0 0-3-0] 112:0-3-8,0-3-01 LOADING (pso SPACING- 2-M CSI. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.29 10-12 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.4410-12 >529 180 BCLL 0.0 Rep Stress Incr YES W B 0.97 Horz(CT) -0.02 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight:, 196 to FT=20% LUMBER- TOPCHORD BOT CHORD WEBS 2x4 SP No.2 2x4 SP No.2 •Except• 6-12: 2x4 SP No.3 2x4 SP.No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 'Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-5-0 oc bracing: 12-14 WEBS 1 Row at midpY 7-12 REACTIONS. (lb/size) 2=794/0-8-0, 12=1533/0-4-0, 9=686/Mechanical Max Hon: 2=343(LC 9) Max Uplift 2=-478(LC 10), 12=-652(LC 10), 9=-362(LC 10) Max Grav 2=796(LC 19), 12=1533(LC 1), 9=806(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3---2044/1494, 3A--1731/1294, 4-5=-1085/891, 5-6=-238/279, 6-7=-198/359, 7-8=-11181795, 8-9=-12411755 BOT CHORD 2-1fi=-1272/2067, 15-16=-878/1609, 14-15= 467/693, 12-14=-8701719, 9-10=-523/1042 WEBS 3-16=307/322, 4-16=369l735, 4-15=-481/327, 5-15=-157/615, 5-14=-961/820, 7-12=-689/301, 7-10=-522/981, 8-10=-530/535 NOTES- 1)-Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 5-M, Exterior(2) 5-0-6 to 12-11-10, Interior(1) 12.11-10 to 19-10-6. Extedor(2) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 35-8-6, Exterior(2) 35-8-6 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • 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.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 12.SYP No.2 crushing capacity of.565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4781b uplift at joint 2, 652 lb uplift at joint 12 and 362 Ib uplift at joint 9.. Thomas A Alban! PE No.3938D MTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING -Verity de311n peremefem and READ NOTES ON TNL9AND INCLUDED MREK REFERANCE PAGE MB]479 rev. 10,001101S BEFORE USE - Design valid for use only with Mnek® connectors, This design 0 based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity Me applicability of design porameters and properly Incorporate the design into me overall building design, Bracing indicated is to prevent buciling of individual truss web and/or chord members only.Additional temporary and permanent bracing M1Tek- Isalways required for stobllity 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, seeAN5VIP7t Quality Cri DSB49 and BCSI Building Component Safety Nrormationavoilabie from Truss Plate Institute,218 N. Lee Street, Suite 312. Alexandria, VA 22314, fi904 Parke East Blvd. Tampa, FL 33610 ' Job - Truss Truss Type , 1 any Ply lot 31/1 waterstone T79447471 2254628 A24G SPECIAL 1 1 Job Reference (optional) builders r rsrsaurce truant City, i-L), rlant city, rL-3dbbr, 5.8 = 3.4 = 3.4 11 6.00 12 3 4 5 Sx8 STP = 2 23 22 2' 33 1 6x6 = 0 5xB= 3x4 It 3x8 \\ Bx12 = 5.6 3.a0 12 d.zau a reo r cuzu mI i ex industries. Inc. I ue ran 15 ld:4r:41 zuzu rage 1 ID:3xt?Yd6RbYnXO16Sf6ghkz4cnz.7Ka66CM0ivpl Oc78ES52GR??OEgIIOhXNHIrL.C54uNG -0 17-1-13 20-1-8 23-00-0 30-01-8 35.4-2 39.8-0 0 2443 2-01-H 7-1-8 4-4-9 4-3-14 Scale =1:72.6 5x6 = 9 3x4 II 8 4x6 Sxfi 5x6 = 7 10 2x4 1/ 11 0 16 qq 19 5x12 It 12r7 N m 4x6 IS o 16 34 35 15 14 13 17 3x4 = 3x6 = 3x6 = 3x6 = 6x12 M12011S = 7-i-8 310.0 11-8-0 16-9-4 20.1-8 20�2-0 26-7-2 33-7-1c 39-8-0 bLF I 9.RN 1.1 n.11 d d.d.d H n.S9 ].n.R R.n:a Plate Offsets(X.Y)- [2:0-1-151-2-131 [2i0-3-6,Edge][3:0-6-00-2-8] [10:0-3-00-3-0] rl6:0-3-8,0-3-0I 120:0-3-0.0-0-01 [23:0-0-00-1-121 LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) Vdefl I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.73 Vert(LL) 0.27 22 >892 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.34 22 >725 180 MT20HS 187/143 BCLL 0.0 Rep Stross lncr NO WB 0.64 HOR(CT) -0.03 16 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:. 225 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 5-21: 2x8 SP 240OF 2.OE, 18-20:2x6 SP M 26, 8-16; 2x4 SP M 31 WEBS 2x4 SP No.3 WEBS WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1171/0-8-0, 16=2029/0-4-0, 12=596/Mechanical Max Hom 2=343(LC 7) Max Uplift 2=694(LC 8), 16=-940(LC 8), 12=-313(LC 8) Max Grav 2=1171(LC 1), 16=2029(LC 1), 12=76B(LC 14) FORCES. (lb) -Max. CompJMax. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/1814,3-4= 3057/1773,4-5=-3044/1828,5-6=-3427/2037, 6-7=-1318/940, 7-8=-282/543, 8-9=-230/458, 9-10=-653/342, 10-11=-1238/535, 11-12=-1346/555 BOT CHORD 2-23- 1543/3064, 22-23=-1518/3036, 21-22=918/1676, 5-20=-243/260, 19-20=-1071/1872,18-19=-227/413,16-18=-1109(713,8-18=-260/227,13-15=-267/850, 12-13=42911165 WEBS 3-23=-445/1117,3-22=-338/29,4-22=-219/283, 20-22=-694/1422, 6-20=-838/1678, 6-19=-1538/962, 7-19=-833/1559, 7-18=-1105/674, 9-16=-977/304, 10-15=-617/434, 10-13=-94/368, 9-15=-272/681 Structural wood sheathing directly applied or 2-6-8 no pudins: Rigid ceiling directly applied or 4-8-7 oc bracing. Except: '6-0-0 oc bracing: 16-18 1 Row at midpt 9-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsC h=15ft; B=45ft; L=40ft; eave=5ff; Cat. II; Exp C; Encl., GCpiI18; MWFRS (directional); Lumber DOL=1.60 plate grip DOI1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCD = IO.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 694 Its uplift at joint 2, 940 Its uplift at joint 16 and 313 Its uplift at joint 12. - 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 159 Ib down and 156 Ib up at 7-0-0, and 111 lb down and 1971b up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353111 down and 124 Ib upat 7-1-8, and 92 Ib down at 9-0-12, and 92 Ib down at 11-0-12 on bottom chord. The deslgn/selection of such connection Thomas A. Alban! PE No;39380 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 OWARNING- Venlydesignparemetersend READNOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIL7473rey. laussa15BEFORE USE. Design valid for use only with MBekb connectors. This design Is based only upon parameters shown, and B for an Inc Mdual building component, not o truss system. Before use, Me bulltling designer must verity tha applicability of design parameters and properly Incorporate this design Into the overall _ building design Bracing Indicated is to prevent buckling of lncMdual huss 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 busses and truss systems. seeANSVIPII CualMryyy Calvin, DSB-69 and BCSI Building Component Safety Mformatbrgvailoble from Tres Plate Institute, 218 N. Lee Shoat, Suite 312, Alexandria, VA 22314, e904 Parke East BNd. Tampa, FL 33610 " Job- Truss Thus Type I.Gty Ply lot 3111 waterstone T79447471 2254628 A24G SPECIAL 1 1 Job Reference (optional) Bwlders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. true Feb 18 13:27-.41 2020. Page 2 ID:3xt?Yd6RbYnXOI6Sf6ghhz4cnz-7KO66CMOivpl Oc78ES52GR7?OEdOhXNHm_CSzryNG NOTES- 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25,.Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 3-6=-54, 6-9=-54, 9-12=-54, 23-24=-20, 21-23= 20, 18-20=-20, 16-17=-20, 16-27=-20 Concentrated Loads (lb) Vert: 3=-159(F) 23=-312(F) 22=-46(F) 4=-111(F) 31=-111(F) 33=-46(F) ,&WARNING-VeUty Cadge Paramefere4nd REAONOTES ON THIS AND INCLUDED MITEKNEFENANCEPAGEMl47473'ay. 1010342913 BEFORE USE Design valid for use any with MgeK) file design connectors. Is based only upon porameters shown, and Is for on indMdual building component not a truss system. Before use, me building deAgner must verify the appllcabllity of design parameters and properly Incorporate this design Into the overall burping design. Bracing Indicated b to prevent budding of lncMduol truss web and/or chard members only. Addl6onai temporary and permanent bracing M(Tek' h always real for stobmty 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. seeAN3URI1 Cua'Bv CMs1W, BSB.89 and 9C31 Building Component 69N Parke East Blvd. SafelyInformationalfrom Truss Plate Institute, 218 N. Lee Sheaf, Suite 312. Alexpntlrla. VA 22 14. Tampa, FL 33610 Job- Truss Truss Type ' Ply lot 31/1 waterstone T79447472 2254628 B01G SPECIAL �Qty, 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MiTek Industdes, Inc. Tue Feb 18 13:27:42 2020 Page 1 ID:193GGW BBpX3jRI87wDm7kz5?ad-bX_UJYNeTDxu2miKoAcHpfX8?d?jSNlgcxVYkYzjuNF r1 B IliiV I 9N8-0 -4.0I BfiD 0 7-00 o a d1 4.6 = sw = 1.5xB 6TP=. 6xB = Scale =1:59.4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (too) Well Vd PLATES GRIP TCLL 201.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.38 10-13 >250 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.47 7-8 >499 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.97 HOrz(CT) -0.03 8 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:132 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directy applied or 4-1-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 2-2-0 oc bracing: 6-7. 6-M oc bracing: 8-10 WEBS 1Row atmidpt 4-8 REACTIONS. (lb/size) 2=354/04-0, 8=1051/0-8-0, 6=720/Mechanical Max Horz 2=306(LC 9) Max Uplift 2=-433(LC 10). 8=-580(LC 10), 6=-364(LC 10) Max Grav 2=360(LC 19). 8=1051(LC 1). 6=847(LC 16) FORCES. (Ib) - Max. CompdMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-423/231, 3-4=-329/393, 4-5=-12157797, 5-6=-1333(752 BOT CHORD 8-10=-469/754, 3-10=-412/473, 7-8=0/320, 6-7=-521/1125 WEBS 4-8=-569/248, 4-7=520/983, 5-7=-530/539 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;.BCDL=5.OpsC Ill B=45ft; L=40ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10; Interior(1) 2-7-10 to 7-10.6, Exterior(2) 7-10-6 to 15-9-10. Interior(l) 15-9-10 to 23-85, Extedor(2) 23-8-6 to 27-8-0 zone; cantilever left exposed ; porch left ealposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been !resigned 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between thebottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4331b uplift at joint 2, 580 Ib uplift at joint 8 and 364 lb uplift at joint 6. Thomas A Alban! PE No.39390 Ill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 18,2020 O WARNING- Vadlydesign lammetemend READNOWS ON MIS AND INCLUDED MREKREFERANCEPAGEM1474AmV. miseV015BEFORE USE Design valid for use only with Mbek® connectors. Ws deslgn Is based only upon parameters shown, and is for an IndlvIdual building component. not a truss system. Before use, the bulltling designer must ved the appll00bllity, of design parameters and properly Incorporate Me design Into the overall building design. Bracing indicated is to prevent buckling of lndNidual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to preventcollapse with pol le personal Injury and property damage. For general guidance regarding the fobrlcatipn, storage, delivery. erection and bracing of trusses and truss systems, seeANSVpll Quality CMntn, OS849 and SCSI building Component 6904 Pa*8 East Blvd. Safety fefomtatbDovailable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type k OtY Ply lot 31/1 waterstone T79447473 2254628 B02G SPECIAL 3 1 Job Reference (optional) Builders RrstSource (Plard City, FL), Plant City, FL - 33567, s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:27:43 2020 Page 1 B7wOm7kz5lad-3jYsXuNHEW31gwHXMt7W Ls4Jj1 LzBrBgrbF5G_4uNE Scale=1:5B.6 4x6 = 1.Sx8 STP= oxa - 6xe = LOADING (psQ TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.85 BC 0.95 WB 0.96 Matrix-MSH DEFL. In Vert(LL) -0.36 Vert(CT) -0.47 Hom(CT) -0.05 (too) Well Ud 7-8 >715 240 7-8 >503 180 8 n/a nla PLATES MT20 MT20HS Weight. 1341b GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4SP No.2 TOP CHORD. Structural wood sheathing directly applied or 4-1-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 2-2-0 oc bracing: 6-7. WEDGE 6-M oc bracing: 8-10 Left: 2x6 SP No.2 WEBS 1 Row at micipt 4-8 REACTIONS. (lb/size) 8=953/0-8-0, 6=733/Mechanical, 2=440/0-4-0 Max Hom 2=306(LC 9) Max Uplift 8=-465(LC 10). 6=-378(LC 10), 2=-534(LC 10) Max Grav 8=953(LC 1).6=845(LC 16). 2=446(LC 19) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-383/308, 3-4=-310/447, 4-5=-1210/845, 5-6=-1329/800 . BOT CHORD 8-10=-381/594, 3-10=-359/381, 7-8=-34/333, 6-7=-564/1121 WEBS 4-8=-555/219, 4-7=-514/984,5-7=-530/537 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10;'Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2) 7-106 to 15-9-10, Interior(1) 15-9-10 to 23-86. Exterior(2) 23-8-6 to 27-8-0 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed tare 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0pst. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 465 It, uplift at joint 8; 3781b uplift at joint 6 and 534 lb uplift at joint 2. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610. Dale: February 18,2020 ,&WARNING - Vellydeslgnpammefersend BEAD NOTES ON THIS AND INCLUUEDMmEKREF RANCEPAGEMIF74Mam.. 1GNY1p15BEFOBE USE. Design valid for use only with Mgek® 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 the design Into Me overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Atltllflonal temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with passible personal injury and property damage, For general guidance regording the fabrication. storage, delivery, erection and bracing of Vusses and truss systems. seeANSVrP11 Quality Criteria, DSM9 and 501 Building Component 69N Parke East Blvd. Safety Inrormalbrravolloble from Truss Plate Institute, 218 N. Lee Sheaf, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab - Truss Truss Type - Ply lot 31/1 waterstone 7 T79447474 2254628 803G SPECIAL 7 1 Job Reference (Optional) Bralders I-irsmource (Flam Cry, FL), Fleur Grty, FL- 33567, Tek Industries, Inc. Tue Feb 16 13:27:44 2020 Page 1 v6EkEOv?gBcH3sjwbelu4dULRh7wQBz3F epQ4uND Scale = 1:53.8 4x6 = fix8 _ 54 = "__ — e 2-0 >-100. ap,0 17E5 27,o-' 7-1 ON 9-4-5 a1-0 _ Plate Offsets (X,Y)-- f5:0-4-0,0-3-01, [7:0-3-12,0-3-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lop) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.25 7-8 >920 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.90 Verl -0.42 7-16 >551 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 6 1 n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MSH Weight: 137 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 3-8: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1575/04-0, 6=551/Mechanical Max Horz 819) Max Uplift 8=-838(LC 10), 6=-232(LC 10) Max Gmv 8=1575(LC 1), 6116) BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. Except: 5-3-0 oc bracing: 8-10 WEBS 1 Row at micipt 4-8, 4-7 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 721/832, 34=-231/546, 4-5=-771/404, 5-6=-899/359 BOT CHORD 2-10=-701/859, 8-10=-737/600, 3-10=-602/589, 7-8=-200/387, 6-7=-169/760 WEBS 4-8=-982/732,4-7= 556/982, 5-7=-535/540 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ff; L=40ff; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2) 7-10-6 to 15-9-10, Intedor(1) 15-9-10 to 23-8-6, Exterior(2) 23-8-6 to 27-8-0 zone;C-C for members and forces S, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 FBI bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8381b uplift at joint 8 and 2321b uplift at joint 6. Thomas A Albanl PE No.39390 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 AWARNING -Ver/lydesf9nparamefersendHEADNOTES ONTN/SANUINCLUDED MREKREFERANCEPAGE60,74T4 101r3clBEFOREUSE Design ,olld for use only will MBek® connectors. This design Is based only upon parameters shown, antl Is for on Individual building component not �� lapplicability of design parameters and properly Incorporate this design Into e overall a huss system. Before use, the building designer must vary-theth building design. BmCing Indicated b to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with s4 h pobla personal inlury and property damage, For general guidance regarding ma fabrication, storage. delivery, erection and bracing of busses antl truss systems seeAN5171911 Cuamv CReda, 0S1149 and BC31 Building Component 69N Parke East Blvd. Safety Informaticrtovolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandra. VA 22 14. Tampa, FL 33610 Job- Truss Truss Type Ply lot 31/1 waterstone T79447475 2254628 B06G GABLE �Oty 1 1 Job Reference (optional) - builders vmn3ource [clan Orly, FL), riam i I-L-33bti7, B.z4U 6 Feo / 2U2U MI Ielimaustnes, Inc. I ue Feb lB 13:27:45 2020 Pagel ID:1930G W BBpX3jR187nOm7kz5lad-76fdxaPXmBJSvDRvTl9_RH9ggrl gft761vkCLszjuNC -0 11-10.0 19-fi-0 27-8-0 7+4.0 I 8-6.0 3-4-0 I 7-8-0 8.2-0 31 01� 2x4 II 6.00 12 3x4 II 6 5 2x4 II 32 2x4 II 4 3 22 e 3x4 P 2x4 11 61 2x4 II 5X8 II 7 k14 2x4 II 10 5x6 33 17 16 15 14 13 2x4 II 2x411 2x4 II 2x411 7x1_0 8-0-0 8-0.8 17-6-5 27-8.0 P.n.n M .N 0.5.1'i tn.t.tl 3x4 Scale =1:57.2 6 lw Plate Offsets D(.Y)-- [2:Edge,0-04], [11:03-0,0-3-4], [12:0-2-1010-1-81 - - - LOADING (psf) SPACING- 2-" CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.82 Vert(LL) 0.36 21 >275 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.46,1330 >507 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) -0.02. 18 Na Na BCDL 10.0 Code FBC2017/TPI2014 MatriX-MSH Weight: 184 lb FT=20% LUMBER- .BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 JOINTS OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=309/0-3-8, 18=1120/0-8-0, 12=690/Mechanical Max Horz 2=303(LC 9) Max Uplift 2=-427(LC 10), 18=-607(LC10), 12=-355(LC 10) Max Grav, 2=316(LC 19), 18=1120(LC1), 12=776(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 266/260, 5-6=-222/406, 6-7=-201/382, 7-8=-945/841, 8-9=-9761791, 9-10=-9377731, 10-11=-1031/739,11-12- 1150/719 ' BOT CHORD 18-19=-529/854, 5-19=-396/581, 12-13=482/958 WEBS 18-22=-643/196, 7-22=-722J239, 7-23= 569/871, 23-24=-569/869, 13-24=-547/860, 11-13=-509/450 Structural wood sheathing directlyapplied or4-2-8 oc purilns. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at JI(s): 22, 23, 24 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ri TCDL=4.2psC BCDL=S.Opsf; h=15ff; B=45tt; L=40f ; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 7-8-13, Extedor(2) 7-8-13 to 15-10-0, Interior(1) 15-10-0 to 23-8-6. Exterior(2) 23-8-6 to 27-8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 Ib uplift at joint 2, 607 lb uplift at joint 18 and 355 Ile uplift at joint 12. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cent 6634 $904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 ,&WARNING-VeH/y Cesignpamaurhas and READ NOTES ON MIS AND INCLUDED MIrEKREFERANCE PAGE 1101-74"mi, IDEQ2015aEFORE USE Design void for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not a truss system. Before use, the building designer must verify the opplleablllty of design parameters and properly Incorporate this tleslgn Into Me overall building design. Bracing Indicated B to prevent buckling of Individual Miss web and/or chord members only, Additional temporary and permanent bracing Isalways required for stciand lOprevent ccllopsewith Passable personollnWry and property damage. For general guidance regarding me fabrication, storage, deWery, erection and bracing of trusses and truss systems. seeANSVrpll Quality Cmede, DS5419 and BCSI Building Component Safely triformalbrWaloble from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandra VA 22314. ��- MiTek- 6904 Parke East Blvd. Tampa, FL 33610 Jab- Truss Truss Type pty ply ane T79447478 2254628 C1 JACK 4 1 �Refarenm JOpt anal) • Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Feb 7 2020 MiTek Industries, Inc. Tue Feb 16 13:27:46 2020 Page 1 I D:3rd?Yd6RbYnX0I6St6ghjjz4cnz-TI D?9wQ9XRRJXN05I OhDZV _4FavOQvGXZTItJ4uNB -1-4-0 0.H-4 t-4-0 0-11-4 I. Scale =1:7.6 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lop) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ved(CT) - 0.00, 5 >999 180 BCLL 0.0 ' Rep Stress ]nor YES we 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5.lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4= 15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-3(LC 1). 2=-195(LC 10), 4=-15(LC 1) . Max Grav 3=20(LC 10),2=159(LC 15), 4=44(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 gle) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc patina. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; B=45ft; L=40111; eave=511; Cat. II; E1p C; Encl.,.GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnic DOL=1.60 2) This truss has been designed fora 10.0lost bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3lb uplift at joint 3, 195111 uplift at joint 2 and 15 Ib uplift at joint 4. Thomas A Albani PE No.39360 III USA, Inc. FL Carl 6634 6904 Padre East Blvd. Tampa FL 33610. Date: February 18,2020 QWARNING-Va1fyd.&Saparamata/aand READ NOTES ON THISAND INCLUDED MmEKREFERANCEPAGEM674"mr -- 1M1132015BEFOBEUSE Design valid for use only with Mnek® connectors. IDB design Is based only upon parameters shown, and b for an individual building component not ��- a truss system. Before use, the building designer must verity me opplicabllity of design parameters and property incorporate this design Into the overall building design. Bracing indicated B to prevent buckling of individual Mass web and/or chord members only.. Addltlonal temporary and permanent bracing MiTek' - Is always required far stability and to prevent collapse wlm possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hues systems, seeANSVrp11 Quay Criteria. DSB-69 and SCSI Building Component 69N Parke East 5W. brp Safety Informatvailabie from Truss Plots Institute. 218 N. We Sheet, Suite 312, Alexondtlo. VA 22314. Tampa, FL 33610 Job' Truss Truss Type , pry Ply 1ot31/1 waterstone 225462E C1V SPECIAL 6 1 Job Reference (optional)T19447477 Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:27:47 2020 Page 1 ID:1930GW BBpX31R187ze0m7kz57ad-yUnNMGOnIIZA8XblbjCSWiF9gew97t9PIDDIPIzjuNA -1-4.0 o-11-0o-n ' 1-4-0 I a Scale =1:7.6 LOADING (psf) SPACING- 2-0-0 CS'. DEFL in (roc) -Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00. 7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Inor YES WE 0.00 Horz(CT) 0.00 2 n/a Iva BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOTCHORD REACTIONS. (Ib/size) 3=-4/Mechanical, 2=15WO-8-0, 4=-14/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grey 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 0-11-4 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' 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-" wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. 5) Refer to girder(s) for DU56 to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designershould verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 4:Ib uplift at joint 3, 181 Ib uplift at joint 2 and 14 lb. uplift at joint 4. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610. Date: February 18,2020 0WARNING- Verity designparemetens and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIF7473me faNY101S BEFORE USE. Design valid for use only with MBekOconnectors. Mls design is based only upon parameters shown, and is for on lndNltlual building component not ��- a truss system. Before use, hie building designer must verity ire oppllcobOtiy of de9gn parameters and properly Incorporate MIs design Into Me overall building design, Bracing Indicated 6 to prevent buckling of lndlvIdual truss web and/or chard 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 Me fobricatioR storage, delivery, erection and bracing of maws and truss systems, seeAN3VrpII Quality Cfe.na, DSM9 and Bal Building Component 69M Parke East Blvd. salary Informallonavo1oble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 2254628 IC3 IJACK 14 1 1 I T19447478 Scale = 1:12.7 2-11-4 2-11.4. Plate Offsets — 2:0-4-0,0-0-01 - - - - - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 4-7 >999 -240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 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 FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4SP No.2 TOP CHORD ROT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) . Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. gb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.. Structural wood sheathing directly applied or 2-11-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing.. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15f ; B=45tt; L=40ft; eave=Stt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;: Lumber DOL=1.60 plate grip DOL=1.60.' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This fruss 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. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 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 1571b uplift at joint 2. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job ' Truss Truss Type - r 1 City Ply lot 3111 waterstone T19447479 2254628 C3V SPECIAL 6 1 Job Reference (optional) ou1w—vii„ovul,-e....... —,y, 11), 11o,,1—y, �uoor. r c a en moosmas, mc. i ue rea m i a:e1:Ro zvi rage s Scale = 1:12.7 LOADING lips, SPACING- 2-0-0 CSh DEFL. in (loci Vdefl - I PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC 0.20 Vert(LL) 1,00. 41 >999 - I MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 . Vert(CT) -0.01 4-7 >999 180 BCLL 0.0' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC2017/FP12014 Matdx-MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-B-0, 4=29/Mechanical Max Hari 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) 'Max Gmv 3=74(LC 15),2=196(LC 15), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps4 BCDL=5.Opsf; h=15tt; B=45N; L-i; eava=5ff; Cat. II; Exp Q Encl.,.GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown;.Lumber DOL=1.60 plate grip. DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any.other live loads. 3)' This truss has been designed for a live load of 20.01 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. -- 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula -.Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 1491b uplift at joint 2. Thomas A. Albani PE No.36360 MTek USA, Inc. FL Cart 6634 61 Parke East Blvd. Tampa FL 33610. Date: February 18,2020 Q WARNING - Ver%fy CBSlgn paramelemand READ NOTES ON THISANU INCLUDED MREKREFERANCEPAGEM147473 rev. 1DNY2015BEFORE USE. Design voile for use only with Mhek® connectors. This design Is posed only upon parameters shown, and Is for an IndNltlual building component, not - a.buss system. Before use, the building designer must verify the applicability of design parameters one 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. seeAllier pll Quality Cdlbrks. DSB-89 and SCSI guiding Component 6904 Parke East Blvd. Safety I fermatbmvailable from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Jab" TypeT19447480 31/1 watersone Tws �Truaas JACK 4 1J2254628 ob Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 13:27:49 2020 Page 1 ID:3xt?Yd6RbYnx016Sf6ghjjz4cnz-ulv7mS1 gMquOrkgi8Ewb7KSaSXzbneiDXi PUezjuNS -1-4-0 4-114 r' 1-0-0 I 4114 3.4 = Scala =1:17.6 Plate Offsets (X Y)-- (2:0-1-4,0-0-21 LOADING (psQ SPACING- 2-0-0 Cat. DEFL, in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Ven(CT) -0.06 4-7 >999 ISO BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 rVa n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=112IMechanical, 2=262/0-8-0, 4=59/Mechanical Max Hom 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=167(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD 'Structural woad sheathing directly applied or 4-1"oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. NOTES- 1) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=151t; B=45ft; L=40ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteffor(2) zone;C-C for members and forces & MWFRS for reactions shown;, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. - 5) Refer togirder(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 167 lb uplift at joint 2. Thomas A. Alban! PE No.39380 M7ek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 QwARN/N0-Verily design pmamekrs and READNOTES ON THIS AND INCLUOEDMITEKREFERANCE PAGE Mr-7473rev. 10,1X34015BEFORE USE. Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��• a truss system. Before use, the building designer must ve4fy the appllcabNiy of design parameters and properly Incorporate this design Into the overall bulidngdesign. Bracing Indicated stoprevent buckling oflndMdualhussWebOnd/or chord members only.Additional temporary and permanent bracing MiTek- a always required for stability and to prevent collapse Withpossible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fuss systems, meANSU1P11 Quo CMeM, 0911-09 and BCSI Building Component 69M Parke East Blvd. Safety Yr/armatbrgvollable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexontlrio. VA 22 14. Tampa, FL 33610 I T19447481 a -1-4-0 411-4 1.4-0 4l 1.4 JS9 % Scale =1:17.6 Plate Offsets (X,Y)-- f2:0-0-15,Edge1 LOADING (psf) SPACING- 2-" CSI. DEFL. in (lop) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 VerI 0.05 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 -BC 0.37 _ —Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Hom(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight:, 18 lb FT=20% LUMBER - TOP CHORD 2x4SP No.2 BOT CHORD 2x4 SP No2 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 3=113/Mechanical, 2=262l0-8-0, 4=58/Mechanical Max Hari 2=185(LC 10) Max Uplift 3=-112(LC 10). 2= 161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) - Mail Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s)2 considers parallel to grain value using ANSViPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3and 161 Its uplift at -joint 2. - - Thomas A Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Date: February 18,2020 QWARN/NG-Verirypesign yarsmet...d NERD NOTES ON TNISAND INCLUDED MNEKREFERANCE PAGEMsi rev. 101113arC1SBEFOREUSE- Design valid for use only with Worse,, connectors. III design Is based only upon parameters shown,. and Is for on IndNid.ol building component, not a truss system. Before use; the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall - bulldingdesign. Bracing Indicated Is to prevent buckling oflndlvlduoltruss web and/or chord members only. Additlonaltemporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with percale personal injury and property damage. For general guidance regarding the 'fobrication, _ _ storage, delivery, erection antl bracing of trusses antl truss systems, seeANSVIPII Quality Criteria. OSB-89 and BCSI BuldbO Component 6904 Parke East Blvd. Safety Infoenatbrnvoilablefrom Truss Plate Institute.218 N. Lee Sheet. Suite 312, Alexandre, VA 22314 _ Tampa, FL 33610 Job - Truss Thus Type I - Ory Ply lot31/1 waterstone T79447482 2254628 D01G COMMON 2 1 Job Reference (optional) • Builders FirstSource (Plant City, FL), Plant City, FL-33567, MiTek 18 13:27:51 4x6 = Seale = 1:35.4 ITo 316 = 5xs = 3xe = Plate Offsets (x,Y)— f1:0-6-0,0-0-21. f5:0-2-12,0-1-81, U:0-4-0,0-3-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.16 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.35 7-10 >686 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) 0.03, 5 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 87 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=738/Mechanical, 5=814/0-8-0 Max Horz 1= 224(LC 8) 'Max Uplift 1=-348(LC 10), 5=-454(LC 10) FORCES. (lb) -Max. CompJMax: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1 223/929,23=-9351716, 3-4=-9341714, 4-5=-1217/897 BOT CHORD 1-7=-648/1133,-5-7= 601/1061 WEBS 3-7=-358/592,4-7=-408/386, 2-7=-417/441 BRACING - TOP CHORD Structural wood sheathing directly applied or4-8-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; La10ft; eave=5$ Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-11-10, Interior(l) 3-11-10 to 6-0-0, Exterior(2) 6-0-6 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(2) 17-4-6 to 214-0 zonl for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcuml 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 3481b uplift at joint 1 and 454 lb uplift at joint 5. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING - Ved/ydestgn Paremetemand REAONOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMIH473mv. UY20*015BEFOBEUSE Design valid for use only with Mnr connectors. This design Is based only upon parameters shown, and Is for an individual building component, not ' ��- a huss system. Before use. Me building designer must verify the appllcabllity of design parameters and properly Incorporate Mrs design Into the overall bulaing design.&acing hdicoted a to prevent buckling of Individual hum web and/or chord members only. Addronal temporary and permanent bracing MiTek' B always required for stab) ity and to prevent collapse with posvble personal Injury and property damage. For general guidance regarding the fobricatlon, storage, delivery, erection and bracing of hustes and hums systems seeANSVTPIt QUO14 CM&da, Will and 0=1 Building Component Sal Informatbrravaliable from Truss Rote Institute. 218 N. Lee Sheet. Suite 312, Alexandria VA 22314. 6904 Parke East Blvd. Tampa. FL M610 D02A IGABLE T19447483 46 = Scale =1:36.6 a•• - fa 11 to 15 14 ld. lz •••� - 2x4 11 2x4 II 2x4 11 5x6 = 2.4 11 2,A 11 2.4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/rP]2014 CS'. TC 0.28 BC 0.11 WB 0.10 Matriz-SH DEFL. in Ven(LL) 0.00 Veri 0.01 Horz(CT) 0.01 (too) Vdetl Ud 10 n/r 180 11 n/r 120 10 r1/a n1a PLATES GRIP MT20 244/190 Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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 20-0-0. (lb) - Max Horz 2=232(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 17,13 except 2=-170(LC 10), 16=-102(LC 10), 18=-154(LC 10). 14=-102(LC 10). 12=-164(LC 10), 10>770(LC 10) Max Grav All reactions 2501b or less at loint(s) 2, 15. 16, 17, 14, 13, 10 except 18=321(LC 15), 12=321(LC 16) FORCES. (Ih) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-96/395, 6-7=-96/395 WEBS 5-16>149/319,3-18=-232/352,.7-14=-147/319, 9-12=-231/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;Vu1t=160mph (3-secand gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. ' II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corri -1-4-0 to 2-7-10. Exterior(2) 2-7-10 to 6-0-0, Conrl 6-0-0 to - 14-0-0, Exterior(2) 14-M to 17-0-6, Comer(3) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; - Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSVrP1 1. ' 4) Gable requires_ continuous bottom chord bearing. - - 5) Gable studs spaced at 2-0-0 Co. 6) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. _ 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide - will fit beMieen the bottom chord and any other members. 8) Lumber designated with a °P° is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACC, CBA, or CA-B treated lumber Is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. - 10) Provide mechanical connection (byothem) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 17, 13 except Thomas A. Alban! PE No.36380 Qt=1b) 2=170, 16=102, 18=154, 14=102, 12=154, 10=170. - MTek USA, Inc. FL Can 6634 - Si Parke East Blvd. Tampa FL-33610 Dale: February 18,2020 Q-WARNING- Vetltydeslgnparametentsed READ NOTES ON THIS AND INCLUDEDMREKNEFEHANCEPAGEMU74Mmre 10A 015BEFONEUSE Design valid for use only win MrekO connectors. This designs based only upon parameters shown, and Is for an IndNldual building Component not ��• a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate t is design Into ire overall buildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or Chord members only. Additional temporary and permanent brocing WOW is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding ire fabrication, storage, delivery, erection and bracing of trusses antl must systems, seeANSU'rP1t Quality CMeM, D311-8e and SCSI Building Component 69N Parke East BNd. Safety mformaNpnwallabie from Truss Rafe Institute, 218 N. Lee street. Suite.312. Alexandria VA 22314. Tampa, FL 33810 Job - Truss Truss Type 1 Oty Ply lot 31/1 waterstone �E7 T79447480 2254fi28 JACK 4 1 Jab Reference o tional Bmiders RrWSoum9 (Plant City, FL), Plant City, FL - 33567. 8.240 s Feb 7 2020 MTek Industries, Inc. Tue Feb 18 13:27:53 2020 Page 1' ID:3xt?Yd6RbYnXOI6Sf6gh)jz4cnz-me8edlVYtbKKSS2Sx_JSIZU2?3ovXbeleggddPzjuN4 Scale = 1:22.6 Plate Offsets (XY)-- [2:0-2-10,0-1-81 LOADING (psi) SPACING- 2-0-D CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.80 Vert(L-) 0.19 4-7 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.01 3 n1a Na BCDL 10.0 Code FBC2017)rPI2014 Matdx-MP IWeight:-24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Hori 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Gmv 3=198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2=0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; 8=45ft; 11=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces 8 MWFRS for reactions shown;.Lumber DOL=1.60 plate grip.DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) ' 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. " 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer togirder(s) for truss to truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Ut=1b) 3=162, 2=184. Thomas A Alban[ PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job ' Truss Truss Type Oty Ply lot 3111 mterstone T79447485 2254628 E7V SPECIAL 10 1 Job Reference (optional) business nrstaemce pri,mi ny. ry, nanl l fly, rL - 33ba T, a.z4p s reo T aveu MI I ex industries, I=. I us rep 151327:54 202U Page 1 ID:193OGWBBpX3jR187zeOm7kz5?ad-EgiOgf WAevSBUcdeVhg51B1COT7LG2uRNpPA9rzjuN3 -1-0-0 7-0-0 1-40 7-0-0 2 3x4 Scale =1:22.6 Plate Offsets (X,Y)-- 12:0-2-11,0-0-81 LOADING (psf) SPACING- 2-0-0- CSI. .DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.84 Vert(LL) 0.21 4-7 >405 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.77 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a . Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 GOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=167/Mechanical, 2=336/0-8-0, 4=82/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10). 2=-179(LC 10) 'Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purilns. BOTCHORD Rigid ceiling directly applied or 6-0-0Do bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft;.eave=5ft; Cat. IC Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for membersandforces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1..60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 3=166,2=179. Thomas A. Albani PE No.39360 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING- VenlydeslSnparemefereend READ NOTES ON TN/SAND INCLUDED MOEKREFERANCEPAGE M&74"... 10,11,1291SBEFORE USE. Deslgn valid for we only with Mlle& connectors. rhls design Is based only upon parameters shown and Is for an Individual building component, not ��- a truss system. Before use, the bulldIng designer must verify fire appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bradng indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mi W Is always required for stability and to prevent collapse wlm possible personal Injury and property damage. For general guldance, regarding the fobrlcatlon, storage, delNery, erection and bracing of trusses and truss systems, seeAN9/1PI1 Quality Criteria. D5549 and 6CSI Building Component 69MParke East Blvd. Sclety Informatbmvoilable from Truss Plate Insetum, 218 N. Lee street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 E7VP T19447406 -1.4.0 7-0-0 1-4-0 7-0-0 Scale ='1:22.6 Plate Offsets (X,Y)— f2:0-6-7 0-0-51 - LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.94 Ven(LL) 0.24 4-7 >347 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.22. 4-7 >387 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Corte FBC2017/rP12014 Matrix -MP Weight: 31 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=136/Mechanical, 2=336/0-8-0, 4=113/Mechanical Max Horz 2=308(LC 10) Max Uplift 3=-150(LC 10). 2— 307(LC 10), 4=-153(LC 10) Max Grav 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live.load nonconcurrent with any other live loads. 3) ' 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. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to. girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI'1 angle to grain formula. Building designer should verity capacityof bearing surface. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1001b uplift at joint(s) except 01=11b) 3=150, 2=307, 4=153. Thomas A. Albanl PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 Q WARNOIG-Verily EeslgaparemeremenJREAONOTES ON THISANDNCLUDWMRKNEFERANCEPAGEM67M7 v. 10,DYf015aEFONEUSE Design valid for use only with MlfekO connectors. This design S based only upon parameters shown, and h for on Individual building component, not a hum system. Before use, the bu0ding designer must vedty the applicabllity of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual hum 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 me fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSMIJ Quality CmMp, DSB49 and SCSI Suadbp Component Safety Infaimatbnovcilable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. M!Tek' 6904 Parka East Blvd. Tampa, FL 33610 G01 I Hip Girder I1 1 1 I T19447487 a 06 = 3x4 = 5 4x6 = 4xe = 3x8 = axe — 3x8 = 46 = Scale < 1:36.9 7-0-0 6.0-0 7-0-0 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (too) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.16 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.21 10-18 >999 180 BCLL 0.0 ' Rep Stress Incr NO We 0.21 Horz(CT) 0.08 8 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 101 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. REACTIONS. (lb/size) 2=1551/0-8-0, 8=155110-8-0 Max Hoag=171(LC 7) Max Uplift 2=-909(LC 8), 8=-909(LC 8) - Max Grew 2=1851(LC 13). 8=1851(LC 14) FORCES. (III - Max. Comp./Max. Ten. -All tomes 25G (Ib) or less except when shown. TOP CHORD 2-3=-3449/1701, 3-4=-3213/1615, 4-5=-2875/1496, 5-6=-2875/1496, 6-7=-3213/1615, 7-8=-3450/1701 BOT CHORD 2-12=-1391/3184, 10-12=-1392/3066, 8-10=-1391/3057 WEBS 3-12=-290/155,4-12= 101/564, 5-12=327/271, 5-10=-327/271, 6-10=-101/563, 7-101 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=15ff; B=45ft; L=40ft eave=6h; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load noncencurrent 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 memtiers. 6) All hearings are assumed to be SYP No.2 crushing Capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=909, 8=909. - 8) Girder canes hip end with 7-0-0 end setback. 9) Hangers) or other connectiondevice(s) shall be provided sufficient to support concentrated load(s) 605-It, down. and 376 Ib up at 13-0-0, and 6051b down and 376 Ib up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD.CASE(S) section, loads applied to the face of the truss are -noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 . Uniform Loads (pit) Vert: 1-4=-54,4-6=-112(F=-58), 6-9=-54, 13-16=-42(F= 22) Concentrated Loads (lb) Vert: 4=-347(F)6=-347(F) Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 Q WARNING - Veritydes/gnparameferanc BEAD NOTES ON TNIS AND INCLUDED 607EKREFERANCEPAGEMR7471n,. 100Yta1g BEFORE USE Design valid for use only with Mack® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of lndlvidual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal ljury and property damage. For general guidance regarding the fabrication, storage, delivery. erection antl bracing of trusses and miss systems, seeµ5lytPll Cuo1By CrnnB, DSMP and SCSI Building Component Safety mfamratkupvollable from Truss Plate Institute. 218 N. Lee Street Sulfa 312. Alexandria VA 22314. MiTek' 69M Parke East BNd. Tampa, FL 33610 G02 T19447488 2 4x6 = 4x6 = Scale =1:36A 3x6 = 3x4 = 46 = 3x4 _ 3x6 = Plate Offsets (X,Y)- [1:0-6-0,0-0-21,16:0-2-12,0-1-81 - LOADING (Pat) SPACING- 2-0-0 CSI. OEFL. in (]cc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ved(LL) -0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.67 Vert(CT) -0.29 9-12 >817 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix-MSH Weight: 91 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/0-8-0, 6=74010-8-0 Max-Horz 1=-185(LC 8) 'Max Uplift 1=-052(LC 10). 6=-052(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 1-2=-1294/1116, 2-3=-994/831, 3-4=838/822, 4-5=-994/831, 5-6= 1294/1116 BOT CHORD 1-9=-906/1197,7-9=-469/838, 6-7=-906/1147 WEBS 2-9=-437/489, 3-9=-160/287,4-7=-160/287, 5-7=-438/489 Structural wood sheathing directly applied or4-9-13 cc pudins. Rigid ceiling directly applied or 6-1-4 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; B=45ff; L=40tt; eave=58; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces $ MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 bottomchordand any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=352,6=352. Thomas A Albani PE N0.39380 MiTek USA, Inc. FL Cert 6634 890.4 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job ` Truss Truss Type r-`-' Ply lot 31/1 waterstone T79447489 2254628 G03 Hip Girder r 2 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567, 8.240a Feb 7 2020 MiTek Industries, Inc. Tue Feb 1813:27:59 2020 Page 1 ID:3x17Yd6RbYnXO16St6ghjjz4cnz-bo W vuMeJTR4TbNVbIEOG? Ek74UvEX37AW 47xg2zjuN_ loan b3-13 9-80 1f140 1533 2eeO � b3-13 I Spa I $43 4.&13 i. 0.30 Scale =1:38.3 axs II Ig axis = __.__.. __.._ 10x12x= 4x12 u 4xl2 II Sx8 = 1.SxB 6TP = loss _ I 1pa, __ 2Otr 4&13 SA3. 960 4 &1e 630 Plate Offsets (X,Y)— [1:0-1-11,Edge], [5:0-1-11,Ed0e7 LOADING (psQ SPACING- 2-0-0 CSI. DEFL- in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.19 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.26, 6-7 >911 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(CT) 0.07 5 n/a Was BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD - BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=4713/0-8-0, 5=4795/0-8-0 Max Horz 1=-202(LC 6) Max Uplift 1=-2244(LC e), 5=-2282(LC 8) Max Grav 1=5042(LC 13), 5=6131(LC 14) FORCES. (lb) -Max Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-9546/4275, 2-3=-6504/2973, 3-4=-6506/2973, 4-5=-10067/4504 BOT CHORD 1-9=3758/8664, 7-9=-3758/8664, 6-7= 3962/8979, 5-6=-3962/8979 WEBS 2-9=-937/2337, 2-7=-3055/1412,4-7=-3567/1635,4-6=-1130/2778, 3-7=-2367/5406 Structural wood sheathing directly applied or 3-7-0 oc puffins. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) 2-plytruss to be connected togetherwith 10d (0.131')3') 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 Ga. 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 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=2244, 5=2282. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 805 So down and 352111 up at _ 1-4-0, 805 lb down and 352 lb up at 3-4-0, 882 lb down and 385 So up at 5-4-0, 949 Ib down and 415 Ib up at 7-4-0, 946 So down and 413 Ib up at 9-4-0, 9461b down end 413 Ib up at 11-4-0, 9461b down and 413 lb up at 13-4-0, 719 Ib down and 314lb up at 15-4-0, and 8471b down and 3701b up at 16-0-0, and 904 Ib down and 3951b up at 18-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Thomas A Albani PE No.39360 MiTek USA, Inc. FL Cart 6634 699 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Q WARNING -Verity design peremefereand READ NOTES ON TN/SAND INCLUDED M!lEKREFERANCEPAGEMgJ4xsmv. 1NedecalSBEFOBEOSE Design valid for use only with MlIek®connectors. This design Is based only upon parameters shown, and Is for on IndlMdual build g component, not a truss system. Before use, the building designer must verily the appllcabllity, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndMduol truss web and/or chord members only.Addlfionol temporary and permanent bracing b always required for stability and to prevent collapse wBh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses antl hum systems, 6eeANSVrPI1 GualBy Crawls, D3849 and SCSI Building Component Safety Informatbrpvolloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. ��• MiTek' 690a Parke East Blvd. Temps, FL 33610 T19447489 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54,3-5=-54, 1-5= 20 • Concentrated Loads (Ib) Vert: 6= 660(F) 14= 739(F)95=-739(F)16=-809(F) 17=-871(F) 18=-868(F) 19=-868(F) 20= 868(F) 21=-777(F) 22=829(F) QWARNING-Vediydevgnpmame@raaOCREAONOTES ON TNISANO INCLUDED MREKREFERANCEPAGEMM174TSreV. 1ar0.4Q015BEFOREUSE. Deslgn void for use omy with Mffek® connectors. This design is based only upon parameters shown, and is for an Individual bulking component, not �, a truss system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall bulling design. Bracing Indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing M(T®k• Is always required for stability and to prevent collapse with possible personal injury antl property damage. For general guidance regarding Me fabricator, storage, delivery, erection and bracing of trusses and huss systems socANSVIPi1 Quality Ciffords, DS549 and BCBI BuedhO Component 6904 Palle East Blvd. Safety Inform stblgvallable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandna. VA 22314, Tampa, FL 33610 ' Truss s Type Truss54628 OtY ply lot 31/1 waterstone T19447490 r22 H7 MONO TRUSS 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, MiTek Industries, Inc. Tue Feb 1813:28:00 Scale = 1:22.0 Plate Offsets (X,1)-- f2:0-2-4,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.07 6.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6-7 >788 ISO BCLL 0.0 ' Rep Stress Incr NO W B 0.39 Horz(CT) 0.01 5 We Na BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 431b FT=20% LUMBER - TOP CHORD 2x4SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2z4 SP N0.3 REACTIONS. (Ib/size) 4=159/Mechanical, 2=4431"-0, 5=280/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-166(LC 8). 2=-226(LC 8), 5=-78(LC 8) Met Gray 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-734/233 BOT CHORD 2-7=-330/681, 6-7=-330/681 WEBS 3-7=0/322, 3-6=-719/349 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft;. eave=5h; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pall bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottomchord 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. ` 4) Refer to girder(s) for truss to truss connections. - 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1GO It, uplift at joint(s) 5 except at=lb) 4=166, 2=226. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, 56 Ib down and 621b up at 1-5-12, 5lb down and 68 Ito up at 4-3-11, 51b down and 68lb up at 4-3-11. and 501b down and 13B Ib up at 7-1-10. and 50 lb down and 1381b up at 7-1-10 on top chord, and 22 Ib up at 1.5-12, 22 Ito up at 1-5-.12, 11 Ib down and 7 Ib up at 4-3-11, 11 Ile down and 7111 up at 4-3-11, and.51 Ito down at 7-1-10, and 51 Ito down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 14=-54, 5-8=20 Concentrated Loads (lb) Vert: 3=36(F=18, B=18)7— 11(F=-5, B=.5)11=46(F=23,B=23) 12=-99(F=-50, B=-50) 13=22(F=11, B=11)14=-51(F=-25, B=25) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 A WARNING- W'1rydesignpaxmeteneed REAONOTES ONTNISANDWCLUDEDMREKREFENANCEPAGEMX74nJ V. 10011Fela BEFOREUSE Design valid for use only with Mffo& connectors. This design Is based only upon parameters shown, and Is for an Individual bt ildIng component, not a Men system. Before use, the building designer must verify the applicability of tlesign parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated Is to prevent buckling of Individual taus web and/or chord members only.Additional temporary and permanent bracing Is always redulred for stability and to prevent collcpse wth possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, ersel on and bracing of trusses and buss systems seeANS1/IpII Quo 2v CMnln, OSS49 and SCSI EuldNp Component Safety Informatboovailobie from Taus Plate Institute. 218 N. Lee Street, Sucre312, Alexandria VA 22 14. MiT()k* 6904 Parka East BNd. Tampa. FL 33610 Job' Truss Truss Type Ott, Ply lot 31/1 watermone T79447491 2254628 HN SPECIAL 3 1 Job Reference (optional) Builders RrstSoume (Plant City, FL), Plant City, FL- 33567, 8.240 a Feb 7 2020 MTek Industries, Inc. Ted Feb 18 13:28:01 2020 3x4 = Scale = 1:22.1 Plate Offsets (X,Y)-- f2:Od-3,Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too), Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09. 6.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 '.BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Hom(CT) 0.01 5 r/a n1a BCDL 10.0 Code FBC2017/TP12014 Matri%-MSH Weight: 41 Ib FT=211 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=141/Mechanical, 2=439/0-8-0, 5=298IMechanical Max Horz 2=240(LC 8), 'Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Grav 4=141(LC 1).'2=439(LC 1). 5=300(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293, 3-6=-918/685 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 cc pudins. BOT CHORD Rigid ceiling directly applied or 6-10-7 cc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; Save=5lk Cat. 11; Exp C; Encl., GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last bottom chord live load nonconcurent with any other live loads. 3) ' 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-" wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s).2 considers parallel to grain value using ANSVrPI 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 1001b uplift at joint(s) except (jt=lb) 4=170, 2=248, 5=163. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 671b down and 52 to up at 1-5-12, 67111 down and 52 Ib up at 1-5-12, 80 lb up at 4-3-11, 80 Its up at 4-3-11, and 50111 down and 174 lb up at 7-1-10,,and 50 Ib down and 1741b up at 7-1-10 on top chord; and 231b up at 1-5-12, 23 lb up at 1-5-12, 11 Ib down and 7lb up at 4-3-11, 11 lb down and 71b up at 4-3-11, and 51111 down at 7-1-10, and 51 Ib down at 7-1-10 on bottom chord. The designfselec8on of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Thomas A. Albani PE No.39380 MTek USA, Inc, FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 AWARNING -Verifydnts- eremefersentlREAD NOTES ONTHISANDINCLUDED MREKBEFERANCEPAGEMi474T4ay.f01134915BEFOREUSE. Design valid for use only with Mmek® connectors, this design s based any upon parameters shown, and Is for an Individual building component, not a thus system. Before we. the bulltlingg designer must verify the appllcabilky of design parameters and properly Incorporate thls design Into the overall building design.Bracing Indicated Ista 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 fobricotlon storage, delivery, erection and bracing of trusses and truss systems, seeANSVrpll Quality Cdfedo, 053-59 and 6C51 Building Component Safety Inf000ationsvallable from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandre, VA 22314. WOW 69M Parke East Blvd. Tampa, FL 33610 Job ' Tmss Truss Type Cry Ply lot 3111 waterstone T79447491 ?254628 H7V SPECIAL 3 1 Job Reference (aptionap bmwers Flrslaaurce (Flan[ cry, FL), riam L.ay, FL. - 33567. 8.240 s Feb r zam meek mausmes, Inc. TUS Feb i s 1s:28:0 i 2020 rage z 1D:193OGW BBpX3jR187ze0m7kz5?ad-XBd912bZ?2KBghf_PISk4fgS51Z4P71T_Oc2uxzluMy LOAD CASE(S) Standard Concentrated Loads(Ib) Vert: 11=49(F=24, B=24) 12=36(F=18. B=18) 13=-99(F=-50, B= 50) 14=23(F=11, 13=11) 15=-11(F=-5, B=-5) 16=-51(F=-25, B=25) ,&WARNING-Vadlydc.19. pahmehrs and HEAD NOTES ON MIS AND INCLUDED M/TEKBEFEBANCE PAGE MIF747erov. iD/D44Gl5BEFDAE USE. Design valid for use only with Mrtek® connectors. IDls design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verity me oppllcoblIty of design parameters and properly Incorporate this design Into Me overall building design.Bracing Indicated b to buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent placing M!Tek' prevent Is always required for stability and to prevent collapse with possible pawnor Injury and property damage. For general guldonce regording Me fabrication, storage, delivery, erection and bracing of trusses and hum systems, socANSUIP11 Quality Criteria, D311419 and BCM Bidding Component 6904 Parke East Blvd. Safety mformallonavolloble from Truss Plate Institute. 218 N. Lee Skeet, Suite 312. Alexandra, VA 22314. Tampa, FL 33510 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 ' Center: plate on joint unless x, y 4 offsets are Indicated. 6-4-8 dimensions shown In ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1.. Additional stability bracing for thus system, e.g. _ TOP CHORDS diagonal or X-bracing, is always required. See BC51. a1-2 c2-s 2. Truss bracing must be designed by on engineer. For WEBS 4 p O,� wide truss spacing, individual lateral braces themselves may. require bracing, or alternative Tor T I c Y y p O C bracing should be considered. U o� 0 3 3.. Never exceed the design loading shown and never stack materials Inadequately braced trusses. a U on cre - - - - - cat --- csa 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate plates 0-1h4' from outside BOTTOM CHORDS designer. erection supervisor, property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/IPI 1. software or upon request. NUMBERSAETrERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-135Z ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362 ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, she, orientation and location dimensions - indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size. and Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing Indicated on design. If indicated. Lumber design values are in accordance with ANSIlrPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing of 70 f .spacing. i or less, 'rf no ceiling Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MTiek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. r. 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only. ��yp 18. Use of green or treated lumber may pose unacceptable environmental health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPII : National Design Specification for Metal 19. Review ail portions of this design (front, back, words Plate Connected Wood TTUSS CODStfUC110n. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safe Information, ks M 20. Design assumes manufacture in accordance with Guide o Good Practice for Handling, !Te ANSI/TPI 1 Quality Criteria, Installing-& Bracing of Metal Plate Connected Wood Trusses. MTrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015