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HomeMy WebLinkAboutTruss*BUILDER"S WARNING* BEARING POINTS MUST BE INSTALLED RIOR TOI DAMAGED COMPONENTS HT EAST OASTT FOR ERECTION S DEFI ED USSRA ND INS ALLATION BV VYrCA t 7996 EEN AN 7C `DBY OF TRUSSES 40ITY T U TIONS O1)F�E�'THEERhi Sorg,ECTION BRACING FOLLOW INS R CLL NT BRACNGYFOR THE STRUCTURE IS HE OF OTHERS. STRUCTURAL DATA NUMBER OF GIRDER AND RUT PLIES AND THE CONNECTIONiNFORMATION UR DESIGN:DEPARTMENT MUST APPROVE DESIGN DEPARTMENT APPROVES THEM IN ADVANCE OTHERWISE NOTEDSHEETS ALL HANGERS ARE SINS ON SHANGER9 AOCORDINGR USE LESS TO TH CURRENT SIMPSON STRONG -TIE OR USP CATALOGso MEN IU U L3 0 0 0 0 0 0 0 LL JLL LL LL LL LL L 0 LL 12" X2 F OOR RUS S v Orr tEEP .0" O' Orr 0„ Oii L3 1 ` 9 3/16" I O O 0 1.3' FL04 0 0 N O 0 LO b 1' 1 '/16" FL02 ONN BY BLDR. BRG rA9 in CV b 10 m z o N MSH422 G.O.Z 3r 6" MSH422 STAIR- WELL M O LL 4' 3 1 /2" TO C/L FG01BF MSH422 MSH422 MSH422 Msttazz FLO2 I� FL02 FL02 1 111�® `B� 1 .1II 1 i`I;� FLO6 e5,nu* fk`rcr�—MSH422 16" DEEP, FLO6 n�MSH422 C � 1 • cat:+x:=>•~'='�rra® t ®n) 1• c MSH422 FL06 1 c l7 ��I 1• . C • f •�IMSH422 c 1. I �R i-r��:ii � . ►s�G�?.i. a�.1s 9u. +s sA +a ® .'�`ig�;fM1' i r mhYv"-.m4g5"CF ®a e • f u S�o It �C 1M������� n ZCJ1 b N � r M Ln (7 N N N o Q Q 11.01. IN im go _In_ M■ iOR TRUSSES n 0 =RECEIV2D ae BEARING ELEVATIONS e.e O 144T I EAST COAST TRUSSIL � 10'_B' A.F.F. _ 5255 sr. LUCIE BLVD Fr. PMRCF, n 34946 OFFICE: 177D 466-2480 FAX M2)466-5336 EAT.F. USTOMER:MeI-RyConstruction arafalo Residence . DDRESS:10751 S. Ocean Drive ITY/CNTYPort St. Lucie / St. Lucie JOB# J39007 L = (2) 2X LEDGER BY BLDR. BOTT. @ 4'4' A.F.F N JOB # 3 (2) 2X LEDGER BY BLDR. TOP @ 10 5 ARF. J3 = (2) 2X LEDGER BY BLDR. TOP @ 10i" 1 A.F.F.: ODEL Custom / Floors / Lower Roof w ARAGE uui 310 FT2281 g ATE 01/23/20 ILA I ES I = A i Indicates Left End Of. Truss 6IG15S-3L003 (3) (e), EAST COAST TRUSS Is the ' .'Truss Design Engmeer' 1 Trusses are designetl rdance with the 1 On Layout & Engineering Shegts 1 lumid.t Id gCde , , approving this placement Ian s , si natured'. anywhere on this sheet the Y PP 9 P P O 9 Y 1 1 The Architect's or Architect's ustomer or his representilive acknowledges that this placement plan complie I rere.Sent P at1Ve'3 Shop drawing approval is NOT a ,in the structural intent of the project The customer also acknowledges that this approval authorizes EAST 1 1 "double check" OAST TRUSS to manufacture these trusses and deliver them to the project 1 Of the contractor. The contractor shall remain re5 povisible mated on this drawing. The customer also acknowledges that he/she accepts financial for checking field'measu rements and ''� esponsibility, for any repair, engineering, and labor required due to errors lher than those of EAST COAST TRUSS , other construction criteria. Architects igned: J approval covers general roof shape, ' review of truss strapping, and loading on �. structure from gravity and a ift loads and ate: — -- Z .ILtheir respe ca ons. Approved By:. Date ODE =FBC 2017/TP12014 ASCE 7-1 Braden .l. f ESIGN CRITERIA =MWFRS CCUPANCY CATEGORY = II a EXPOSURE = D Truss Connector Total List Manuf Product Qty USP MSH422 32 WF SPEED = it U Q UILDING TYPE =ENCLOSED I— EAN HEIGHT=22.67' GRAVITY LOADS LLI LOOR: DUR FACTOR= 1.0 _J N SF=TCLL - TCDL- BCLL-BCDL Z sD o 40.0710.0,0.015.0 ZD 4 RIBBON BY BUILDER LO ROOF: DUR FACTOR= 1.25 PS TIC - BCCL=BCDL 30 0,15 0,0 0,10.0 'NON -CONCURRENT BC LL 10psf f— UNLESS SHOWN ON ENGINEERED TRUSS I— DRAWING W ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN , 1 ON ENGINEERED TRUSS DRAWING. 4 Lj FLOOR TRUSSES SPANNING 20'-0" OR MORE h + 315/16" HEEL LIJ RU ES SO __ _i MUST BE SET WITH A SPREADER BAR. THE SPREADER BAR SHOULD BE AT LEAST 112 TO 2/3 IN LENGTH AS THE SPAN OF THE TRUSS pn2 BEING SET N N N N N I IN N N N N N N N. LL CONK FG04 BY BLDR. < CONN. BY BLDR.. 14' 8" 401011 TRUSS PLACEMENT PLAN 141411 O (V TYPICAL END DETAIL REV ED F� CODE COMPLIA ST. LUCIE C UI SOCC�,< E LL BEARING POINTS MUST BE INSTALLED e RIOR TO INSTALLING ANY TRUSSES! FAILURE 15` 0" 40' 0" 25' 0" DESIGN DEPARTMENT APPROVES THEM 0 IN ADVANCE. ALL HANGERS ARE SIMPSON STRONG -TIE OR LISP UNLESS M : Lf) r r n �, r �, I� LC) (s7 r I OTHERWISE NOTED. INSTALL HANGERS, (y "D 7 � TO THE CURRENT SIMPSON STRONG -TIE OR USP CATALOG �'7 iT U U UJ i u Lu LU W Lu Lu Lu Lu Lu Lu Lu Lu LA w U U U �,' BEARING ELEVATIONS EAST coasT rl toss N N N N N N N N N N N N N N N N N N N N szas sr Loc>E DLVI n. PIERCE nt 3 4946 1) FOR THE ERECTION BRACING FOLLOW INSTRUCTIONS - /e T LOFFICE, W2) 466-7430 FAX rJ72j*6-5336 N PERMANENHE SUMMARY SHEETS ZCJ1 _� ZCJ1 �51 MER:I�eI�R c I 2) PERMANENT BRACING FOR THE STRUCTURE IS HE °F E) INSTALL WE OF OTHERS _ (\f y OnSthIICt1Un 3) INSTALL WEB BRACING AS STATED ON SEALED JOB NAME:Garafalo Residence %*R*AN 04WNGR LW Lull (� p 10'-8' A.F.F. T� y py�� p COMPONENTSHAVE NOTDEFINEDBEEN W ANALYZED 986 ZCJ3 ZCJ3 D Y/RCN 1 I PDIt St. Lucie / St. Drive EAST COAST HAVE NOT BEEN ANALYZED BY EAST COAST TRUSS. _ FOR ERECTION AND INSTALLATION ON NPHE B OF TRUSSES SHEETS INSTRUCTIONSONTHE nTotl1 SUMMARY ZCJS ZCJ5 '-a' A F JOB # STRUCTURAL DATA, NUMBER OF GIRDER AND - RUSS ODEL Custom Roof PLIES AND THE CONNECTION INFORMATION, O 4 OUR DESIGN DEPARTMENT MUST APPROVE B13G 18'-8"A. F. F. ARAGE Cfi ALTERATIONS AND/OR REPAIRS TO TRUSSES IN O ADVANr.Pill / f u) Q FT 2578 ATE 01/23/20 = L1 (2) 2X LEDGER BY LDR. BOTT. @ 9-4 A.F.F elcss319w (a)m1, EAST consT TRUSS is mo 1 L2 (2) 2X LEDGER BY LDR: TOP @ 10 '5 A.F.F. I i n "Truss Design Engineer' 1 / BOg L3 (2) 2X LEDGER BY LDR. TOP @ 10-1 A.F.F.. Truss. nredesida Billing Code with the 1 , n Florida Bmltlrag Cade I \ 1 / / N / % / \ '\ \ F ing this placement plan(s), signatured anywhere on this sheet, the I or his re resentitive acknowledges that thi \ \ B07 P 9 s placement plan comPNe 1 MATC�-.> r� �!. O' �+ lT J / / / \ \ - tructural intent of the project. IK IIVR TEv� 1/4' PF,F FT/JLC/PF / / � / \ `\ \ someralsoacknowledgesthat this approvalauthorizesEAST 1 \ RUSS to manufacture these trusses and deliver them to the project I thus I \ \ / / ! / / \ \ \ BO5 tome1rr also acknowledges that he/she accepts finandal \ \ \. / lli for an re air -an In rn QIb eel and labor Y P re wre 9 9. d tlue to errors ndicates Le t nd. OTrUSS those of EAST COAST TRUSSd: J B04 On Layout & En ineerinn Sheets Q .\ B03 Li. ODE =FBC 2017/TP12014 ASCE 7-1 Q \ DESIGN CRITERIA =MWI RS \ \ B02 The Arehlteot's or Arehifeet's. ropresentative's CCUPANCY CATEGORY = I I \ P shop dr wingapproval is NOT a XPOSURE = D \ "double heck" of the contractor:=41WF SPEED = 170 Q B01 The contractor shallremaln responsible for chock! g field measurements and BUILDING TYPE = ENCLOSED N \ \ \ \ \ '\ \ other construction criteria. Architect's MEAN HEIGHT =22.67 approvalcovers general roof shape,. \O \ \ \ \ \,\ \ \ ,\ 601 review of truss strapp ,and Ioading on structure iro gravlt a u lift loads and \ their ea ocations. GRAVITY LOADS Approved ay: FLOOR: DUR FACTOR= 1.0 Ltl 1 O Date - SF=TCLL - TCDL- BCLL-BCDL Z p \ ° ` `\ \ \ B0 Brander'& Br<de:n A. P.A. , e e 4001000.050 o \ \ \ \ \ \ \ \ � o ROOF \N \ - _ DUR FACTOR= 1.25 W b \ \ \ \ \ \ B01 — PSF=TCLL TCDL = BCLL - BCDt— \ \ \ \ \ \\ 30.0115.090.0 10.0 602 '\ \.. *NON -CONCURRENT BC LL 10Pef a \ 803 UNLESS, SHOWN ON ENGINEERED TRUSS 1— \'\ DRAWING Truss Connector Total List W 4 -PASS FLOOR TRUSS UNLESS LOADS MUST ' ^ BVON ENGINEERED TRUSS DRA��JINGWN V J Boo Man f Product Qty p CV\\ FLOOR TRUSSES SPANNING 20'-0"OR MORE L.�. \ \ \ \ Bos US HUS26 7 W ,HATC�IW INCSICAffES 1/ PER \SLOP\ ` \\ \ \ USP SUH24 6 MUST BE SET WITH A SPREADER BAR. THE (V r SPREADER BAR SHOULD BE AT LEAST v2 TO \ \ \ OO 2/3 IN LENGTH AS THE SPAN OF THE TRUSS B08 r BEING SET. `� �� \ ✓ 'J f / % / r \ \ \'+, \ \ \ \ REFER TO BCI-B7 FOR COMPLETE ERECTION AND SAFETY PROCEDURES. \ \ / r \ Z,/ B10 Z IVIJ,: ' Mmon Ier�? /+'f i SUPPORT ANY PLANT SHELVES II® N B12 r r / i / ✓ / \ \ / / \ REVIEWED FeO��■/� B CODE COMPLIANCES ZCJ5 01 zs C01 \ "uszs // / Q ZEJ7 T. LUCIEU -� o /: / f \ / i f / " 3 15/16 HEEL ZCJ3 w " CO2 � \ B � ZEJ7_ . ,,`� d 0 CIS120 20 20 20 50 20 U ZCJ1 o CO3 HUS26 g N I o O ZCJ5 2' 0" h Q ce) to r > co 1�' N N N N NZCJ5 o u"za C A ZCJ3 i'I N0 ni ZCJ3 �_ a. J2 ZCJ1 0 �. i i N TYPICAL END DETAIL Q ED ZCJ1 CD ZCJ1 p N N N ill Oil N N N N 14 r, N N N N �� 44 14' 4" - o 40' Oil a� TRUSS PLACEMENT PLAN m if pot x esigne, 7 . Site Information: Customer Info: Mel-Ry Construction Project Name: Garafalo Residence Model Lot/Block: A13 Subdivision: Address: 10751 S. Ocean Drive City: Port St. Lucie State: Florida Name Address and License # of Structural Name: Address: City: TG�ustom 39b. ppe�5Roof mg, // UUPP Engineer of Record, If there is one, for the building. License #: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 [All HeighlI Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 34 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. No. Seal# Truss Name Date 1 T19211149 B01 1/23/E 2 T19211150 B02 1/23/2 3 T19211151 B03 1/23/2 4 T19211152 B04 1/23/2 5 T19211153 B05 1/23/2 6 T19211154 B06 -1/23/2 7 T19211155 B07 1/23/2 8 T19211156 BOB 1/23/2 9 T19211157 B09 1/23/2 10 T19211158 B10 1/23/2 11 T19211159 B11 1/23/2 12 T19211160 B12 1/23/2 13 T19211161 B13G 1/23/2 14 T19211162 B14G 1/2312 15 T19211163 C01 1/23/2 16 T19211164 CO2 1/23/2 17 T19211165 CO3G 1/23/2 18 T19211166 D01 1/23/2 19 T19211167 D02 1/23/2 20 . T19211168 D03G 112314 21 T19211169 MG1 1/23/2 22 T19211170 MG2 1/23/e No. Seal# Truss Name Date 23 T19211171 MV2 1/23/20 24 T19211172 MV4 1/23/20 25 T19211173 MV5 1/23/20 26 T19211174 MV7 1/23/20 27 T19211175 ZCJ1 1/23/20 28 T19211176 ZCJ2 1/23/20 29 T19211177 ZCJ3 1/23/20 30 T19211178 ZCJ3A 1/23/20 31 T19211179 ZCJ5 1/23/20 32 T19211180 ZEJ7 1/23/20 33 T19211181 ZEJ7A 1/23/20 34 T19211182 ZHJ10 1/23/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. 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 ANSI rPI 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 Mi rek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/rP1 1, Chapter 2. T E OF �i 0NA1 �,,,%%. Ths asAA@anl PE Ns.39360 MITe USA,Inc.FL0ert6634 69tN arks East BNd.TempaR.336f0 Date: January 23,2020 Albani, Thomas 1 of 1 n Job Truss TN55Type Qty Ply Garofalo Residence T1921H49 J39007 B01 Roof Special 5 1 Jab Reference (optional) Cast boast truss, rL rlerce, rL J9YW Nmn In.us an aNn eaua[n.a, mc. I raasI ID:bvcTRfFOP502HNZ7sHSCKLzxUih-MiPBge4GIQOeZ9ZlsOOlk4sgl FUjOAy5fh7HAzsYjl 2d0 ]-3d 12d0 1446O 1]-42 22A0 26-10.14 M7 31-60 36a10 41-841 MO 2+0 4-11A I SA10 1 L2 12d9 I 410.14 I 410.14 ~2+9 2+9 I 5610 I 4-115 2 TRUSS DESIGNED FOR MINFRS ONLY, PER E.O.R. REQUEST. TYPICAL IN THIS JOB. Scale=175.5 ki 4.00 12 Sx5 = 0.25 12 3x6 = sad = Sxfi = 3x4 = 3A = ties = 27 4 5 286 29 7 8 30 9 20 19 18 17 16 15 14 13 12 3x8 = 3x8 II 6e8101631-IS = 4ea M18SHS = 3xe 4x8M185HS = 6x8161189H13 = 34 II site = Sao = 3,A = LOADING (psi) TOLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.33 Rep Stress Ina YES Code FBC20177rP12014 CSL TO 0.59 BC 0.68 WB 0.79 Matrix -MS DEFL. in (loc) Udeg L/d Vert(LL) 0.92 16 ,513 240 Vert(CT)-1.2914-16 >365 180 Horz(CT) 0.25 12 n/a n/a PLATES MT20 M18SHS Weight: 211 lb GRIP 244/190 244/190 FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural mod sheathing directly applied or 2-4-14 oc purlins. 3-6,6-9: 2x4 SP 270OF 2.2E BOT CHORD Rigid ceiling directly applied or 4.4-14 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E WEBS 1 Row at micipt 4-19. 8-13 WEBS 2x4 SP NOS *Except* 2-19,10-13: 2x4 SP No.2, 2-20,10-12: 2x6 SP No.2 REACTIONS. (lb/size) 20=2420/0-8-0, 12=2420/0-8-0 Max Horz 20=88(LC 7) Max Uplift 20=-1218(LC 8), 12=-1077(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-3=-4071/1769, 3-4=3888/1759, 4-5=6877/3093, 5-6=7625/3459, 6-7=7625/3459, 7-8=6877/3115,8-9=-3888/1807, 9.10=4071/1817 BOT CHORD 19-20=-35/279, 18-19=-2651/6190, 16-18=-3191/7392, 14-16=-3205/7392, 13-14=-2681/6190 WEBS 3.19=-246/788,9-13=-258/788, 2-19=1662/3724,2-20=2281/1188, 10-13=-1550/3724, 10-12=-2281/1113,4-19=-2625/1240,4-18=-347/1001,5-18=-782/457,5-16=279/684, 7-16=279/684, 7-14=782/446, 8-14=335/1001, 8-13=2625/1219 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9,OpsY BCDL=6.Opsf; h=23ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water podding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" wide will 0t between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1218 Ib uplift at joint 20 and 10771It uplift at joint 12. 11 n 4 a Thomas A. Agent PE No.39380 MITek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 090: January 23,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M l-7173-, 10'0312015 BEFORE USE, w Design valid for use onywfth Mneva e0nncoor9. This design is based only upon pediments shown, and is for an individual budding rumponanL not a truss system. Before use, the building designer must vedfyme trottabllly, of design parameters and propedy Incorporate Nb design Into the overall building design, Bracing Included is to prevent buckling of Individual truss web anchor chord members any. Additional temporary and permanent bracing WGIC s aMays inquired for stability and to prevent collapse with possible personal INury and properly damage. For general guidance regarding me fabrication. usage. delivery,erection and awry attaches and truss systems, see ANSIMIl Quality Cdreda, DSB89 and SCSI Building Component 6901 Parke East BIM. SmAsy/nformaNpn available eom Tass Plate InmdNe, 218 N. Lee Sireet, Su6e 312 Nexantlra, VA 22314. Tampa, R 36610 e 1 , Truss Truss Type OyPly Garafalo ResidenceT79211150 L"J'3907 802 Hip 2 1 Job Reference (optional) east Goast l russ, rl. I'li rL 44e40 4.00 12 5`i5 = 6.udu a aan b zuzu Nu I etc Industries. Inc. mu 4an za ub:44:z6 zuzu 0.25 12 gets = Sm = alas — 3x4 = 3x4 = 34 = 6x5 = 274 5 628 7 29 8 9 30 10 Scale =1:76B 20 19 18 17 16 15 14 13 3.6 =3x6 II 6x12 = 5x8M18SHS = 3x4 = 3x8 = 5xBM18SHS = 6x12 = 3x6 11 3x6 = 5a 00 24 7-36 21-M 2SP0 36610 0-8.0 4z o Plate Offsets (R,Y)— (15:04-0,0.3.01, (18:0-4-0,0-3-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.90 16-17 >522 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -1.2615.16 >374 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Ina YES WB 0.79 HOrz(CT) 0.23 13 n/a life BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2161b FT=0 LUMBER - TOP CHORD 2x4 SP N0.2'Except' 3-6,7-10: 2x4 SP 270OF 2.2E BOT CHORD 20 SP No.1 'Except* 15-18: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 *Except* 2-20,11-13:2x6 SP Nd.2, 2-19,11-14: 2x4 SP No.2 REACTIONS. (Ib/size) 20=242010-8-0, 13=242010-8-0 Max Horz 20=88(LC 7) Max Uplift 20=1218(LC 8), 13=1077(LC 8) BRACING - TOP CHORD Structuralwood sheathing directly applied or 1-11-15 oc puffins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midst 4-19, 9-14 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 its) of less except when shown. TOP CHORD 2-3=-4064/1770, 3-4=-3879/1759, 4-5=-6689/3012, 5-6-763213467, 6-7=-7620/3469, 7-8=-7626/3467,8-9=-6690/3036,9-10=-3878/1808, 10-11=-4063/1818 BOT CHORD 19-20-30/277, 18-19=-2583/6059, 17-18=-3143/7280, 16-17-3254/7626, 15-16=3159f7280, 14-15=2614/6060 WEBS 3-19=254/868, 10-14=265/867, 2-20-2282J1195, 2-19=1670/3723, 11-13=2281/1119, 11-14=1557/3723,4-19=-2587/1181,4-18=-362/1031,5-18=905/498,5-17=257/434, 9-14=-2587/1161,9-15=352/1032,8-15=-903/487,8-16=254/427 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf. BCDL=6.Opst h=23ft; B=45ft; L=4411; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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) Plates checked for a plus or minus 0 degree rotation about its Center.. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1218 IS uplift at joint 20 and 1077 lb uplift at joint 13. Thomas A Albani PE No.39300 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING -Verify design parameows and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 41117473 rev. 1.43,2015 BEFORE USE. w Design wild foruse onlywim MlTekab correctors. This design is based only upon parameters shown, and Isforan individual building component, not A toss system. Before use, Ina building designer must verify the appiicabdity of design parameters and property Incorporate this design Into the owaraff buildingdoogn. Bracing Indicated la to prevent buckling oflntlMdual truss web and/or Man members only. Modern? temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regaraiN line fabrication, storage, delivery, erection and among of bassos and base Systems. see ANSWRI Dually Cdteda, DS8419 and SCSI Building Component 6904 Parke East Blvd. Salelylalemllallee evallable from Truss Plato Insidula, 21a N. Lee Simel. Suite 312 Alexantlda. VA 22314. Tampa. FL 36610 n Job Truss Truss Type 0ty Ply Garofalo Resitlence T19211151 J39007 B03 Hip 2 1 Job Reference (optional) 0.aau s Oan 0 zuzU Mu ex Incusvmes, Ire. I nu aan es Ub:44:za 2u2U Seale =1:76n 025 12 4.00 12 &8 = _ 3x4 = � � 3x4 = 5x8 = 3 27 4 5 28 29 6 7 30 8 20 19 19 17 16 15 14 13 12 11 II axa = 3x4 = 3x8 = 3x8 = axis = 3x6 II 3x6 =3x8 4x8M1aSHS = 34 = 3.8 = 4x81019SHS = 4aoa 2-latea 13-t.tt ta-o.o zsoa 3ano-a MYatan 4z .!°#°...... Plate Offsets (X,Y)- (3:0-6-0,0-2-81 18:0.6.0 0-2-8j 112:0-3-8 0.3-01 (13:0.3-8 0-1-81 (18:0-38 0.1-81 119:0-3-8 0-3-01 LOADING (psq SPACING- 2-0-0 Cat. DEFL. In (loc) Udell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.901516 -522 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.89 Verl CT) -1.2715-16 >371 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Ina YES WE 0.92 Hoa(CT) 0.19 11 n/a Na BCDL 10.0 Code FBC2017fTPI2014 Matrix -MS Weight: 214 lb FT=0% LUMBER - TOP CHORD 2x4 SP 270OF 2.2E'Except' 1-3,8-10: 2x4 SP No.2 BOTCHORD 2x4 SP No.1 'Except' 14-17: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3'Except' 3-18,8-13,2-19,9-12: 2x4 SP No.2, 2-20,9-11: 2x6 SP No.2 REACTIONS. (lb/size) 20=2420/0-8-0, 11=242010-8-0 Max Horz 20=88(LC 7) Mae Uplift 20=1218(LC 8), 11=1077(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pullms. BOTCHORD Rigid ceiling directly applied or 3-9-2 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-0034/1757, 3-4=-6557/2989, 4.5=-7623/3465, 5-6=-7614/3475, 6-7=-7622/3473, 7-8=-6557/3015, 8-9=-4034/1807 BOTCHORD 19.20=-31/271, 18-19=-1499/3720, 16-18=-2790/6551, 15-16=-3256/7615, 13-15=2816/6551, 12-13=1548/3720 WEBS 3-19=-500/344, 3-18=140113071, 4-18=-10701609, 4-16=509/1405, 576=-449/278, 5-15=5211520, 6-15=388/278, 7-15�498/1404, 7-13=1070/600, 8-13=1376/3071, 8-12=-500/322,2-20=-2284/1194, 2-19=1666/3714, 9-11=-2284/1118, 9-12=1555/3714 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; VOID=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=6.OpsY h=23ft; B=45ft; Lzi eave=5ft; Cal. 11; Exp D; Encl., GCpii 8: MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about 8s center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 12181b uplift at joint 20 and 107711b uplift at joint 11. Thomas A. A@ani PE No.09300 MITok USA, Inc. FL Cart 0834 6904 Parke East Blvd. Tampa FL 33610 Data: January 23,2020 WARNING -Verily design paramefers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 re¢ 1dVV2015 aEFCRE USE. n Design valid bar use only win MTeAffi contractors. This design Is based any, upon parameters shown, and is for an Individual building componam,net a truss system. Before use, the building designer must vedfy the applicability of design Parameters and property incorporate this design imothe overall .•Y� buil0ingdesige. Bracing Indicated is to prevent bucidi at indiedual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required bar stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding me fabrication. storage. delivery, erection and bracing of W558a and thas systems, see ANSUTPH Duality Canada, DS849 and SCSI euOdfng Component areas Parke East BIM. SeAdyinformaaaA available horn Truss Plate Ineflue. 218 N. Lee Street. Suite 312, Mermaids. VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Garofalo Residence T19211152 J39007 B04 Hip 2 1 Job Reference (optional) e test'oast lmss, iYlerce, hL Jodi 6.J30 a Jan a 2020 MI I i indu5Vies, Inc Thu Jan 2306:44:302020 Page ID:bvcTRfFoP502H NZ7sHSClgmU1 h-mH5Hnf692LPDDcItY Wy7MiUBJCDtwhsPndwnuVisYjF 2r10 &3A I 1zn-n I nao I a-a.0 { 27a I 31-10-5 36&10 I 41.a0 144.a-o 2+a ana a-to-s a1n-s soA sus am-5 4-10-5 an.6 2+0 ki 0.25 12 4.00 12 5x10 = 5x8M16SHS = 2x4 II Sx8M1a5Hs = 3x4 = 3x4 = 5x10 = 3 294 5 306 31 7 8 32 9 22 21 20 19 18 17 16 15 14 3x8 =34 I 6x8 = &BM185HS =3x4 = 3x8 = 3x4=&BM1asH3 = Axe = Aide = Scale =1 76D 11 1�In d 13 12 &a = 3x8 II 3x8 = 44-. ]-0-0P 1-3Ak 13-1-11 17-00 2240 27-0-0 i 31-mi 360-10 k 41A-0 42 A Plate Offsets (X,Y)- (3:0-7-4,0-2-81 (9:0-7-4 0-2-81 f13:0-3.8 0-3-0I i"14:0-3-8 0.2-01 f20:0d8 04-0) f21:0-3-8 0.3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) Bdeff Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vertii 0.91 17 r521 240 MT20 244/190 TCDL 15.0 Lumber DOL 1,33 BC 0.89 Vert(CT) -1.26 17 >374 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.20 12 me n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 219 lb FT w:0 LUMBER - TOP CHORD 2x4 SP 270OF 2.2E -Except* 1-3,9-11: 2x4 SP No.2 BOT CHORD 2x4 SP No.i'Except` 15-19: 2x4 SP 27GOF 2.2E WEBS 2x4 SP No.3 *Except- 2-22,10-12: 2x6 SP No.2, 2-21,10-13: 2x4 SP No.2 REACTIONS. (lb/size) 22=2420/0-8-0, 12=242010-8.0 Max Horz 22=88(LC 7) Max Uplift 22=-1218(LC 8), 12=-1077(LC 8) BRACING. TOPCHORD Structural wood sheathing directly applied or 2-5-3 oc purins. BOT CHORD Rigid ceiling directly applied or3-10-12 ao bracing. FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4020/1753, 3-4=-6165/2810, 4-5=-7383/3355, 5-6=7926/3621, 6-7=-7926/3621, 7-8=-7383/3370,8.9=-6165/2840, 9-10=-4020/1803 BOT CHORD 21-22=30/278, 20-21=-1494/3704, 18-20=-2612/6159, 17-18=-3149/7377, 16-17=3163/7377, 14-16=2642/6159, 13-14=1544/3704 WEBS 3-21=511/339, 5-18=-611/343, 7-16=611/335, 9-13=511/316, 2-22=227911197, 2-21=1658/3686, 10-12=-2279/1121, 10-13=1547/3686, 3-20=-1253/2752, 4-20=1142/618,4.18=-606/1523,5-17=-419/977, 6-17=-500/336, 7-17=-419/977, 9-14=-1231/2752,.8-14=-11421609, 8-16=-590/1523 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.OpsY Irl B=458; L=44ft; eavei Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Folding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about Its center. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 12181b uplift at joint 22 and 10771b uplift at Joint 12. Thomas A Albert PE Ni MIT& USA, Inc. FL Cad 6634 6804 Parke East Blvd. Tampa FL 33610 Data: January 23,2020 ®WARNING. Verify designparameters andREAD NOTES ON THIS AND INCLUDED MIiEK REFERENCE PAGE MIITObev. I0N3/2015 BEFORE USE, Design valid for use only with MiTebIDconnectom. This design is based only upon paremeters shown, and Is for an individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate Nis design into the overall bulNingdeslgn. Bracing Indicated is to prevent buckling oflndlVdiaHmss web andlor chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse WO possible personal Injury and property damage. Forgenemi guidance regarding 0e NodcagOn, storage. delivery, ma idn and bracing'(busses and" as systems. see ANSVTPH Quality Comda, Di and SCSI Building Component 6904 Padre Fast Blvd SareylnMrmation avalabla tom Trvss%aU InsNNe.21e N. Lee Slreel.5uite Jl2, Alexandra, VA 2D16. Tampa. FL 36610 Job Truss ype 0ty Ply GarafaloResidence Tzpss' J39007 BOS 1 1 Job Reference a lional east coast I runs, bt. Plerc9, FL I4VAb 5.430 a Jan 5 2020 MtTek Industries, Inc. Thu Jan 23 06:44:31 2020 Page 1 : I I lsazz41-o I ID:bvcTRiFo-P502HNZ7nHSCIQ Ulh-ETef??7np0(41mt35DTEmINEcofBkIYOHfLOxsY1E Ts6 2e0 I 0 1N -0zz000 4-n4 oF-Do 7no &1411E<o 0.2s 12 AM 12 6xio = See = 3 23 4 d 2x4 11 Side = 245 25 6 26 6xio = 7 Scale=1:76.1 1s 17 t8 15 14 13 12 11 10 4x8 =6x12 kk Site — 6x8 = 4.8 — 4x8 = 6x5 = 6,12 //Aide 4x8 = Sea c 44ad info d LOADING (psp SPACING- 2-0-0 CSI. I OEFL. in (too) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.57 Ve I LL) 0.86 14 >547 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.46 Vert(CT) -1.20 14 >393 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.82 I Hoa(CT) 0.13 10 Fire n1a BCDL 10.0 Code FBC20177TPI2014 mat Weight: 2681b FT=0 LUMBER- BRACING - TOP CHORD 2x6 SP DSS *Except' TOP CHORD 1-3,7-9: 2x4 SP No.2 BOT CHORD BOTCHORD 2x6 SP DSS WEBS WEBS 2x4 SP No.3 *Except* 3.15,7.13,2-17,8-11: 2x4 SP No.2, 2-18,8-10: 2x6 SP Na.2 REACTIONS. (lb/size) 18=242010-8-0, 10=242010-8-0 Max Hoa 18=-85(LC 6) Max Uplift 18=.1218(LC 8), 10=-1077(LC 8) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (fir) or less except when shown. TOP CHORD 1-2=521/137, 2-3=-4180/1808, 34=7484/3381, 4-5=8580/3904, 5-Fa-8580/3904, 6-7=7484/3402, 7-8=-4180/1862, 8-9=521/214 BOT CHORD 1-18=-123/535, 17-18=-1291590, 15-17=-1550/3865, 14-15=318477480, 13-14=-3206/7480, 11-13-1603/3865,10-11=-200/535, 9.10=200/535 WEBS 3-17=-440/343,3-15=-1709/3851,4-15=-990/594,4-14=648/12G9,5-14=.642/442, 6-14=648/1209, 6.13=-990/586, 7-13=1677/3851, 7-11=440/318, 2-18=2113/1117, 2-17=1541/3451, B-10-2113/1054, 8-11-1437/3451 SW ctural wood sheathing directly applied ar 2-0-15 oc pudins. Rigid ceiling directly applied or4-9-12 oc bracing. 1 Row at mtdpt 3-15, 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=23ft; B=45ft; L=44ft; eave=5ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to hearing plate Capable of withstanding 1218 111 uplift at joint 18 and 10771b uplift at joint 10. Thomas A Albani PE No.39300 INTO USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING Veiny design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11447J—.10'e3/2015 BEFORE USE. Design valid fv use anywah Mirek4ewnneatdrs.Thls design is based any upon parameters shown. and is for an Individual butting component, not atmsssystem.Beforeuse,Nebdting Cesigmrmuslvedy MedppgwbOyofdesignpmmetmmdpmpedy Mw mte Nisdesiphtolbeov WI �-�•YY buildingdesign. BracinglMirnetliatopreventbuckMgofmtlMdualimsswebanNorthemmembersoluy. ArldNonaltemp arryalWpelmanembracing MiTek' Is allays required for stability and to prevent weapsewah passible personal Injury and property damage. Forgeneralguidanceregardingtbe fabrication,storage,delivery, erection and bracing oftrusses and truss systems, Site ANSVTP/r0.0b,Canada, DS949 and SCSI Building Component 6904 Parke East Blvd. Safety/nreadado s available from Truss Plate Institute, 218 N. Lee street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Jab Truss ypeany Ply Garafalo ResidenceT19211154 TR J39007 BO6 pecial 1 1 Job Reference (optional) o meu Con ere inciusimed.Inc mu join 4o wAu.o4m raga, 0.25 12 6x8M18SHS = 4.00 12 74 = 44 = Bx6 = 2x4 It 54 = 6x10 = 3 426 5 6 27 28 7 8 .. 29 9 Scale= 1 TTA 1 �Ir I d 21 20 18 18 17 16 15 14 13 12 4x6 =6x12 \\ 5x12 = 4x8 M18SHS = 44 = 4x8 = 4x8 = 6x6 — 6.12 1144 = 4x4 = axe = 44Pe _2AA IpA zauol- TAa a11e 12-T11 s<-s teM sea I 2380 saa 2A40 sso I aaB10 >a-10 41d a11ci 42G0 zna Plate Offsets (X Y)— f3:0-3-00.0-14] 18:0-3-8 0-3-01 I9:OA-12 0-4-4] 112:0-3-4 0-2-121 fl2:0-0-14 0-2-10] %5:0-3.80.2-0j [2l:0.0-14 0-2-10] 121:0-3-4 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. BEFL. In (loci I/deg L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.81 16-17 >586 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(CT) -1.1316-17 >420 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Ina YES WB 0.81 Horl 0.15 12 We We BCDL ' 10.0 Carle FBC2017rTP12014 Matrix -MS Weight: 273 lb FT=0% LUMBER- BRACING. TOP CHORD 2x6 SP DSS *Except* TOP CHORD Structural wood sheathing directly applied or 2-411 oc purld s. 1-3,9-11: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. BOT CHORD 2x6 SP DSS WEBS 1 Row at midpt 4-20. 9-15 WEBS 2x4 SP No.3 *Except* 9-15.10-13,2-20: 2x4 SP No.2, 10-12,2-21: 2x6 SP No.2 REACTIONS. (lb/size) 12=2420/0-8-0, 21=2420/0-8-0 Max Horz 21=85(LC 6) Mu Uplift 12=1077(LC 8), 21=-1218(LC 8) FORCES. (to) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 1-2=596/148, 2-3=4125/1797, 3-4=3954/1789, 4-5=6649/3006, 5.6=-8158/3695, 6-7=-8466/3854, 7-8=-8466/3854, 8-9=-7457/3393,9-10=-4185/1862, 10-11=-518/214 BOT CHORD 1-21=-137/611, 20.21=-143/665, 19.20=-2719/6385, 17-19=-3314/7712, 16-17=-3494/8155, 15-16=3196/7452, 13-15=1603/3870, 12-13=199/532, 11-12=-199/532 WEBS 3-20=-289/942,4-20=-2838/1286,4-19=-296/874, 5-19=-1300/603,5-17=348/875, 6-17=-635/363,6-16=-372/375, 7-16=-493/340, 8-16=-560/1146, 8-15=-1003/579, 9-15=1666/3817,9-13=-034/318, 10-12=-2116/1054, 1D-13=-1438/3459, 2-21=2065/1117, 2-20=4495/3304 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=6.Opsh h=23g; B=45ft; L=44ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-D-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 1077 Ito uplift at joint 12 and 1218 lb uplift at joint 21. Thomas A Alberni PE N09380 MITok USA, Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33610 oats: January 23,2020 ®WARNING Vetlry Eesl9nparmnerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A1114473r .l0a2,2ni5 BEFORE USE. a Designvalid druseonlywhh MRek®connectors. Thisdesigo abased bnty upon parameterashown. and shoran Individual building component, not a Wss system. Bemm use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overell buiNingdesign. Bracing Indicated is to prevent buckling ufindflMdual truss web amber chord members any. Addgionaltemporartand permanerebracing MiTek' Is stw rp required for stability and to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the rabrlcodon,Storage, delivery,eretlion and among of houses and buss systems, sea ANSVTPH 0ualrfy Ground, DSBA9 and SCSI Bulldrng Component 6904 Parke Fast Blvd. Sareylnrormaflon availablefrom Tmss Plate InWN e,218N.Lee MMM,Suha312,Alexandra,VA22314. Tempe, FL 36610 Job Truss Truss Type 0ty Ply Garofalo Residence T79217155 J39007 B07 Hip 1 i Job Reference (optional) test Goad Iwas, K Yleme, -L 34idi • 2d0 7-3-6 1100 2d0 I 4.It. Sato 0,25 12 4.00 12 7x8 = Bxe = 8.3305Jan 82020 MITek Industries. Inc. Thu Jan 23 06:44:332020 Pagel ID:bvoTRIFoP502HNZ7sHSCKL.U1h.BrmQQhgl LGnoH4ISDew_L6hVPKL74CfTbBRVgzsYjC 2aa0 I ti 3a8-10 414L0 aaoo 1 6-0-0soo 5-610 4-116 2do Scale=1:76.1 4x4 = Bxa — 4x4 = axe = 7x8 = 20 19 18 17 16 15 14 13 12 Are =6x12 \\ 5x8 = 5x8M18SH5 = 4x4 = 4x10 = side — 6x12 //4x6 = 4x70 = 5,S WISSHS = 440a zanz a I Is60 I zz.aa I 3I.M I 3661d 41-10 42&0 Plate Offsets (X.Y)— [3:0-2-12,D-4-01, 16:0.4-O,Edge], [8:D-D-0,0-0-0), [9:0-2-12,0-0-0], [12:0-3-0,0.2-121, n2:0-0.14,0-2-101.[20:0.0-140-2-10],120:0.3.4,0-2-12] LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vert(L-) 0.82 16 >577 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(CT) -1.14 16 >413 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WB 0.88 Horz(CT) 0.15 12 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MS Weight: 2681b FT=0% LUMBER - TOP CHORD 2x6 SP DSS *Except* 1-3.9-11: 2x4 SP ND.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3'Except' 3-18,9-14,2-19,10-13: 2x4 SP No.2, 2-20,10.12: 2x6 SP No.2 REACTIONS. (lb/size) 20=2420/0-8-0, 12=2420/D-8-0 Max Horz 20=85(LC 6) Max Uplift 20=1218(LC 8), 12=1077(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-12 oc bracing. WEBS 1 Row at midpt 5-18.7-14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-564/138, 2-3=4115/1794, 3-4=6866/3087, 4-5=6864/3088, 6-7=-8556/3810, 7-8=-6864/3117, 8-9=-6866/3115, 9.10=411511848, 10-11=-563/222 BOT CHORD 1-20=127/578, 19.20=134/634, 18-19=-1535/3796, 16-18=3684/8444, 14-16=-3693/8444, 13-14=1588/3796, 12-13=211/578, 11-12=-211/578 WEBS 3-19=-497/330,3-18=-1470/3379,4-18=-482/335,5-18=-1739/853,5-16=-83/299, 7-16=-83/299, 7-14=-1739/833,8-14=-482/335,9-14=-1443/3379,9-13=-497/305, 2-20=-2084/1125, 2-19=-151313336, 10-12=-2084/1063, 10-13=141013336 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=23ft; Bci Lei eave=511; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=IB0 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 12181b uplift at joint 20 and 10771b uplift at joint 12. 1 Themes A. Albani PE No.39380 hilTek USA, Inc. FL Cod 6634 69U Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING Veritytlesi.......maims and READ NOTES ON THIS AND INCLUDED M1TITER REFERENCE PAGE UII-7473 rev. 10/0312015 BEFORE USE. A Design valid for use only wM Mill correctors. This design is based onty upon paramelers shown. and is am an indiNdual hurtling Component not a truss system. Before use, Me building designer must vent'gre appimabiayI f design parameters and property bcolpomte Nis design Into Me oweall buildingdesign. Grating iMicated is to prevent buddingo/mdiidual Wss web anNm choN members my. P4daional temporary end permanent bracing MiTek' is always, required for stability and to prevent Collapse wM possible personal Injury and prepedy damage. For general guidance mapping Me fabdeprem, storage, delivery, erection and bracing of tresses and miss systems, see AN51?Pli Quality Cruti DSB49 and Best Building Component 6901 Parke East BIM, Safety Information available from Truss Plate Institute,21B N. Lea Street, Suite 312, Alumni VA 22314. Tampa, FL 36510 Jab Truss Truss Type ply, Ply Garando Residence T19211156 J39007 BOB Roo(Special 1 1 Job Reference o lional a Emr wcw uuss, rt. rierus, rL .cocoa U.4: aJan B 2020 Mtlek Industries. Inc Thu Jan23 US ekt 342020 Pubs 025 12 4.00 12 5x5 = 3x6 5x5 = 5x8M18SHS = 2x4 H 5x6M18SHS = 6x8 = = 20 19 18 17 16 15 14 Sala 4XBM18SHS = 4x4 = 4x8 = Asia = 4x4 = 4x8 M18SHS = Seale =177.4 1 t�ln d 13 12 54 - 6.12 // 4x6 = LL02 Mira ]34 1350 41tE 83-10 20-0-0 fid-0 2560 58L 31-0-0 5b-0 36&10 $&f0 4180 4-ttb 42 0 2L-0 Plate Offsets 15t0-2-4,0-3-0119:0.6-00.2-81112:0-3.40-2-121 fl2:0-0.140.2-Plate 0- 101�21:0.0-140-2-10�121:0.3-40-2-121:0-0-140.2-10��21:0.3-40-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) /dell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC OAS Vert(ILL) 0.94 16.17 >505 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Ven(CT) -1.3016-17 >362 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WB 0.83 Hoa(CT) 0.15 12 rile file BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 249 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP No, 1, 6-8,8-9: 2x4 SP 270OF 2.2E BOT CHORD Rigid ceiling directly applied or 4-6-13 oc bracing. BOTCHORD 2x6 SP DSS WEBS 1Row at midpt 4-20 WEBS 2x4 SP No.3'Excepr 9.14,2-20,10-13: 2114 SP No.2, 2-21,10-12: 2x6 SP No.2 REACTIONS. (Ib/size) 21=2420/0.8-0, 12=242010-8-0 Max Horz 21=85(LC 7) Max Uplift 21=-1218(LC 8). 12=-1077(LC 8) FORCES. (lb) -Max. Comp./Mat. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-599/152, 2-3=4105/1784, 33=392611776, 4-5=-6727/3027, 5.6=-8288/3753, 6-7=-8139/3714,7-8=-8139/3714, 8-9=6645/3037,9-10=-4113/1842, 10-11=557/223 BOT CHORD 1-21=-141/613, 20-21=-146/668, 19-20=-2642/6201, 17-19=-3212(7461, 16-17=3547/8283, 14-16=2838/6639, 13-14=1582/3795, 12-13-210/569, 11-12=210/569 WEBS 3-20=-271/830,4-20=-2631/1227,4-19=-329/1019,5-19=-1076/515, 5-17=422/1244, 6-17=-614/318,6-16=-346/286,7-16=557/370,8-16=-741/1879,8-14=-1034/573, 9-14=1360/3080, 9-13=493/317, 2-21=-2058/1113, 2-20=1476/3280, 10.12=2075/1053, 10.13=1405/3344 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsF BCDL=6.Opsh h=23ft; 8=4511; L=44ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1218 lb uplift aljoint 21 and 1077111, uplift at joint 12. Thomas A Albert PE No.393110 II USA, Inc. FL Cer6634 6904 Padre East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING -Verify design parameters and READ NDrES ON THS AND INCLUDED AVTEK REFERENCE PAGE 101-7473 rev. IM312015 BEFORE USE. awww A Design valid far use only with MTeW cormorant, Me design is based only upon parameters shown, and is for an lndlvldual Wilding component. nr r a Imsa system. Before use, the building designer must very the applicability of design parameters and properly incorporate this design Into the marell buildingdesgn. Bracing indicated is to prevent bualing of lndiefdual Was web andlorcholl members any. Additional temporary and permanent bracing MiTek' Is always required Air rablIty and to prevent collapse win possiie personal Injury and pmpety damage. Far general guidance regarding Ne faWation. storage, deWery, station and bradng of mosses and Was systems, we ANSV7PI1 DIVAN, Canada, DS84i9 and SCSI Building Component 6904 Parka East am. Serety/nrordi available ham Truss %ale IneMNe. 218 N. Lee altar, Goes 312, Abundant, VA 22314. Tampa, FL 36610 a Job Truss Truss Type Oty Ply Garafald Residence T19211757 J39007 B09 Hip 1 1 Jab Reference (optional) east ucasi I russ, rL rrelce, 1-1. d o`)O 0.43u s 4an u zuzu A, I etc InauSaleS, Inc. I nu.lan ea U6:9A13b zuzu rage 1 ID:bveTRfFoP502HNZ7sHSCKL=U1h-bOSY2jBweB9N8XI0un3Pczk6SdLuK0EH9ZN559zsYl9 b21d-00 Lt}B -0.0 52-15 21.4-0 38-6-0 4}000 10 41.e3 L_ d1-11T S13 S}15 }&I71-0N2--0 0.25 12 4.00 12 y8 = 5x8 = 3x4 = 3x8 = ki. d Scale=1.76.9 2x4 II 4x6 = 5x8 = 5xB = 23 22 21 20 19 18 17 16 15 14 13 3x6 = 2x4 5x5 = 3x4 = 34 = 3x4 = 3x4 = 6x10 = 3x6 = 3x4 = 4x4 = 2x4 II 3x6 = 44-03 bfIL2 ]JE RM 1e-2-15 21-4-1 ar-SC 33-. 3&9An 41-ad 42 I I I I I I I ..k#..nn ... I Plate Offsets (X,Y)- (3:0-54,0-2$, (8:030,Edce), j10:0-5-4.0-2-81 LOADING (psp SPACING- 2-0.0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.99 Veri(LL) 0.16 19.21 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.33 BC 0.53 Veri -0.2619-21 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Hom(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrix -MS Weight: 220 to FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 'Except* 2-23,11-13,7-17: 2x6 SP No.2 REACTIONS. (lb/size) 23=1407/0-8-0, 13=77610-8.0, 17=2657/0-8-0 Max Hofz 23=-88(LC 6) Max Uplift 23=749(LC 8). 13=757(LC 5), 17=-1656(LC 8) Max Gray 23=1410(LC 17), 13=786(LC 18), 17=2657(LC 1) BRACING. TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1Raw at midpt 9-17,6-17 FORCES. (Ib)-Max. CompJMax.Ten.-Allforces 250(lb) or less except when shown. TOP CHORD 2.3=.1865/756, 34=-2235/982, 4-5=-2107/911, 5-6=-756/261, 6-7=-797/1732, 7-9=-79711732, 9-10=119/794, 10-11=-540/818 BOT CHORD 21-22=558/1681, 19-21=785/2231, 18-19=-727/2107, 17-18=.111/790, 15-17==-667/116, 14.15=-662/438 WEBS 3-21=-315/731, 4-21=314/225, 9-15=329/332, 10-15=-403/165, 2-23=-1302/751, 2-22=747/1714, 11-13=703/589, 11-14=-702/510, 7-17=6051409. 9.17=1954/1609, 5-19=0/261,5-18=1518/727,6-18=-221/760, 6-17=-2726/1172 NOTES. 1) Unbalanced roof live loads have been considered forthls design. 2) Wind: ASCE 710; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY BCDL=6.Opsf; h=23ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pone ing. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749 lb uplift at joint 23, 757 lb uplift at joint 13 and 16561Is uplift at Joint 17. Thomas A. Albani PE No.39380 MITek I.Sk Inc. FL Cart 0634 8904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING - UNIFY design pvvnefers and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MIl4473 rev. 1010 12015 BEFORE USE. ' A Design valid for use only with kiii connectors. This design is based only upon parameters Shown, and is for an individual buildllg composer.nor a uses system. Before use, the building designer must vedry me apparabilty of deep parameters and propeM reactions. Us design he the overall buildNgdesi Boxing marketed is to prevent buckling of indhidual truss web motor NON members Dory. Addtlbnal temporary and permanent bracing MiTek' is always required for stablRy and to prevent collapse with possible personal injury and property damage. For general guidance regaNing the fabrication, storage, dewery, eredon and bradn9 oftmsses and Buss systems,see ANSI/TPlf Duality Cdteda, DS849 and SCSI Building Component 6904 Parke East Blvd. S.Anylntarmetlan asabbl.bom Truss Plateins Wm.218N.Lee6 M,S.d.31ZNexa ,VAU314. Tamps,R MID Job Truss Truss Type Oty ply Garetalo Residence T7921115B J39007 B10 Roof Special 1 1 Job Reference optional) cell .in IPuss, rt.'erce,".weao U.33U s Jan U ZOZU MITek InduStnes, Inc Thu Jan 23 06:44:37 2020 Paget ID:bvcTRfFoP502HNZ7sHSCKLuU1h-3dOwF2CYPVHEIhKDSUaeBAHNBOiR3sNROD6febssYB 2+0 z+o I 7tME 31.12a9 I 1 I sao I 2a-0o--0o 2s7o-0w I 0s8o8-l1.0 I 4a1P -0 aA34 i47 Seale = 177.4 0.25 12 4.00 12 74 = 4x8 Sx6 = SA= Bx8 = east 66 = 6x10 = = 3 4 5 6 287 29 8 9 30 10 lea d 23 22 21 20 19 18 17 16 15 14 13 4x6 =8x12 lk 5x10 - 4x8M18SHS = 4x8 = 4x4 = 2x4 II 4x12 = 5x6 = 6.12 114A = 4.4 = Aide M18SHS = 44DG 154o 6DI 24W2 Te8-0o ]-0 3E-11o14411eiMm Eu 4z p0 66 2-0-0 Plate Offsets (X,Y)- (3:0-3-0,0-0-14) 15:0.3-80-2-12) 17:0-2-80-3-12j I10:0.4-120-3-81113:0-3.40-2-12) ry3:0-0-140-2-10j 123:D-0-140.2-101 f23:0-3-00.2-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Bdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.80 18 >593 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Ven(CT) -1.11 18 >424 180 M18SHS 244/190 BCLL 0.0 Rep Stress ]nor YES WB 1.00 Hom(CT) 0.16 13 BIG me BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 2761b FT=0 LUMBER - TOP CHORD 2x6 SP DSS'Excepl' 1-3,10-12: 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 'Except' 2-23,11-13: 2x6 SP No.2, 2-22,11-14: 2x4 SP No.2 REACTIONS. ' (lb/size) 23=242010-8-0. 13=242010-8-0 Max Hom 23=85(LC 7) Max Uplift 23=1218(LC 8), 13=1077(LC 8) BRACING - TOP CHORD Structural mod sheathing directly applied or 2L7 oC puriins. BOTCHORD Rigid ceiling directly applied or 4-5.5 oc bracing. WEBS 1Row at midpt 8-15 FORCES. (lb) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-582/156, 2-3=4135/1785, 34=3959/1777, 4-5=-7430/3347, 5.6=-8120/3687, 6-7=-8124/3686, 7-8=-8784/3978,8-9=-6051/2774,9-10=6051/2774, 10-11=-4067/1828, 11-12=-595/236 BOT CHORD 1-23=144/598, 22-23=-152/653, 20-22=-2587/6039, 19-20=-3150/7425, 18-19=-3786/8784, 17-18=3515/8125, 15-17=3515/8125,14-15=1567/3744, 13-14=-226/609, 12-13=226/609 WEBS 3-22=-304/984,5-20=-719/406,5-19=-438/925, 7-19=795/436, 8-18=-453l/54, 8-15=-2294/1017, 9-15=417/270, 10-15=-1203/2782, 10A,1=-569/324, 2-23=2085/1110, 2-22=-1478/3326,11-13=-2055/1054,11-14=-1375/3252, 4-22=-2542/1198, 4-20=-665/1657 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf, BCDL=6.Opsf; h=23ft; B=45ft; L=44ft; eave=5ft; Cat. II; Eats D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed; 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) Plates checked for a plus or minus 0 degree rotation about its Center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 12181b uplift at joint 23 and 1077 lb uplift at Joint 13. Thomas A- Alban! PE No.39380 All USA, Inc. FL Car 8834 8904 Parke East Blvd, Tampa FL 33810 Data: January 23,2020 ®WARNING -Verily design Final and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE 1411-7473 fee, 1&0312015 BEFORE USE. Design valid for use only W hhhTekliConvenors. This design is based only upon parameters shown, and is for an individual building component, not a ties system. Before use, the building designer must vent' the applicability of design parameters and properly inamorata this deslgn Into the Overall buildingdeslgn. BradnglndicatedIStopdeartbucklingoflndiWdualtrusswebandlorUordmembersonly. Additional temporary and perrianenttreeing MiTek' is allays required for stability and to prayer= collapse with possible personal Injury and propel damage. For general guldence regarding the rabneation, Morass, defied ,erenion and bracing of trusses and truss systems, see ANSAAFII Quality Gillette, DS849 and SCSI Building Component 6904 Parke East Bid. Sareylnrc(maffon available from Truss Plate Institute, 218 N. to alreel. Suite 31Z Alexandria, VA 22314. Tampa, FL 36510 Jab Truss Tmss Type Cry Ply Garafalo Residence T19211159 J39007 Bit Hip 1 1 Job Reference (optional) test coast Imss, H. elerce, yL MV,16 8.330a Jan 82020 MITek Industries, Inc. Thu Jan 23 06:44:38 2020 Page ID:bvcTRfFoP502HNZ7sHSCKL U1h-XpaJTOCAApP4NrvPOBSthOpUF01ioMOadtsCAInYI7 2I '01 41M 142a zd]a msa0.1s5 2aE1 1&10 aA 35-9-3 5.11-15 1 a2 Scale= 1:70.9 0,25 12 4.00 12 Sxe = Sxe = 3x4 = 3x6 = 44 = 2x4 It 3x4 = 5x5 =Sxe = 24 23 22 21 20 19 18 17 16 15 14 2x4 II 5x5 = 3x4 = ax10 = 3x8 =4x4 = 2x4 11 3x6 = 3x6 = &a = SAS 3x4 U4 = 44 ap 2-0ERZAO >.3E &0.a lalans zo81 zaa9 asoo &10 4180 42 Plate Offsets (X Y)- [3:0-5.4 0.2-81 17:0.3-0Edge) [11:0-5-0 0.2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Verhl-L) 0.31 16-18 >572 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Ven(CT) 0.2616-18 -684 18D BCLL 0.0 ' Rep Stress ]nor YES WB 0.78 Horz(CT) 0.06 18 DID nfa BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 222 lb FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 'Except' 8-18,12-14,2-24: 2x6 SP No.2 REACTIONS. (Ib/size) 18=2677/0-8-0, 14=764/0-8-0, 24=1399/0-8-0 Max Hon: 24=88(LC 7) Max Uplift 18=1675(LC 8). 14=746(LC 5), 24=742(LC 8) Max Gray 18=2677(LC 1). 14=773(LC 18). 24=1403(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purllns. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-19.6-18 FORCES. (III)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1842/736, 3-4=-2017/879, 4-5=2294/978, 54i=997/334, 6-8=-889/1864, 8-9=-889/1864, 9-10=33VB90, 10-11=333/889, 11-12=508g87 BOT CHORD 22-23=-540/1655, 20-22=685/2016, 19-20=-795/2294, 18-19=187/1033, 16-18=-628/99, 15-16=-620/403 WEBS 3-22=-296/699,4-22=-477/286,10-16=-259/151, 11-16=-324/0,8-18=-500/337, 9-16=-771/909,9-18=-1619/1263,4-20=-154/364,5-19=-1425/702,6-19=155/661, 6-18=3065/1326, 12-15=-662/475, 12-14=-687/570,2-24=1293/744,2-23=725/1682 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY SCDL=60psf; h=23ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its Center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1675 Ib uplift at joint 18, 746 lb uplift at joint 14 and 7421to uplift at joint 24, Thomas A. Alhani PE No.39390 MITER USA, Inc FL Cart 6634 6904 Parke East Blvd. Tampa FL 31610 Dade: January 23,2020 ®WARNING -Volt, ul-ignparamedrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev. 1WO312015 BEFORE USE. = Design valid cruse onlywdh MlTeMaconnectos. Thu design is based only upon paremetem shove. and is for an individual bilEirg oomporent.not a Wss system. Serve use, dro building designer must vedry the applicability of design parameters and papery ucorpmac this design into Me owned buildingdeslgn. Brzcing indicated is to vowed budding of indidual Mas web andtm chord members only.Add'NonaltemporaryandpwicaneNNazcg MiTek' Is always required for stabiliy and to prevent collapse with possible personal Injury and property damage. Forgenern guldance regarcing the fabrication, storage, delivery, creation and bracing oftrusses and truss systems, see ANSVIPIr Quality Croons, DSB49 and SCSI Building Component 6904 Parke East Shed. Safetylefurmaflon available Door Truss Plate Institute, 218 N.Lee Stmet, Suite 312, Alexandria, VA22314. Tampa, FL Seats Job Tluss Truss Type Oty Ply Garofalo Residence T79211160 J39007 B12 Roof Special 1 1 Job Reference (optional) <v4v Con ex mvusmes, me mu van <s w:w:aa <vm raga a Scale=1:77.4 0.2s 12 ADD 12 7xe = 5x8 = Bx8 = 6x6 = 4x8 = 6x8 =8x8 = 3 27 4 5 28 29 6 7 30 8 9 22 21 20 19 18 17 19 is 14 13 12 4xe =6x12 \\ 5x8 = 4x8 M18SHS = 4x8 = 4x4 = 2x4 II 5x8 =5x8 = Bx12 // 44 = 4x8 = 4XBM18SHS = 44-00 U 2-0-0 T36 4At£ I 5&10 W121 ]non 7-0-0 W— 4M I Me 520 3560 Sb-0 6&10 4190 total 4-t ta�112a-0 42m0 � Plate Offsets (%,Y)— 13:0-2-12,0-4-0L [4:0-3-12 0-3-0] [6:0-2-8 0-3-121 [9:0-2-4 0-3-0] 112:0-3-0 0-2-121 112:0-0-14 0.2-101 122:0-0-14 OQ-101 122:03-4 0-2-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (fee) VdeB Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) 0.85 17-18 >558 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(CT) -1.1817-18 >400 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Hom(CT) 0.15 12 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Weight: 27516 FT=0 LUMBER- BRACING - TOP CHORD 2,16 SP DSS `Except` TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc puffins. 1-3,9-11: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4-4-15 oc bracing. BOT CHORD 2x6 SP DES WEBS 1 Row at micpt 7-14 WEBS 2x4 SP No.3 `Except` 3.20,2-21,10-13: 2x4 SP No.2, 2-22,10-12: 2x6 SP No.2 REACTIONS. (Ib/size) 22=2420/0-8-0, 12=242010-8-0 Max Harz 22=-85(LC 6) Max Uplift 22=-1218(LC 8), 12=-1077(1-C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-564/141, 2-3=-4114/1790, 3-4=-6894/3117, 4-5=-8566/3877, 5-6=-8571/3875, 6-7=8836/4005, 7-8=-5062/2333, 8-9=5065/2335, 9-10=4034/1814, 10�11=617/247 BOT CHORD 1-22=-129/579, 21-22=-137/634, 2D-21=-1531/3795, 18-20=2923/6892, 17-18=-3816/8836, 16-17=-3310/7657, 14-16=3310/7657, 13-14=-1550/3702, 12-13=236/629, 11-12=236/629 WEBS 3-21=498/338, 3-20=-1507/3411, 4-20=1145/641, 4-18=802/1813, 5-18=332/284, 6-18=-337/334,6-17=-418/269,7-17=570/1316, 7-14=2856/1267,8-14=484/265, 9.14=-1011/2355,9-13=-758/382,2-22=-2085/1123, 2-21=-1506/3333, 10-12=-2027/1042, 10-13=1352MI97 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=6.0psf h=23ft; B=4511; L=44ft; eave=5ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1218 lb uplift at joint 22 and 10771E uplift at joint 12. Thomas A Albani PE No.39380 MITek USA, Inc. FL Cert 6634 G904 Parke East Blvd. Tampa FL 33910 Date: January 23,2020 ®WARNING -Verily aasgn perameIwa and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6111-7473 rev. 10/02/2015 BEFORE USE. Design valid for use any who MRelt® connedoil. This design Is based only upon parameters shown, and Is for an Indivouet building Component, net amass system. Before use, the balding tougher must verily me applirabiay of design parameters and property Incorporate this design Into the overall buildingdesign. BmcMg Indicated is to prevent buckling of lnd!Vdual truss web anNor thole members only. Midland 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 fabdCoeoh,storage ,didudy, erection and orders of trusses and truss systems,we ANSIMPII Duality Citeds, DSB49 and Best Building Component 6904 Parke East Blue Saretybdormadan available form Truss Plate lndM.218 N. Lee Sired, Suns 312, Alewndta, VA 22314. Tampa, FL 361510 Job runs Truss Type Cry Ply Garafalo Residence T79211161 J39007 [was Hip Girder 1 Job Reference (optional) easy L,oasr Iruss, TL rlerce, rL 34e4to Cn 11 6 C.33U SJan U 2W0 MN ek lnduatnea. Inn l nu Jan 23 06:44:43202U Peaks Scale = 1:74.2 4.00 12 Sx8 = 3x4 = 2x4 II 3x8 = 34 = 48 = 2x4 II Sx6 = 3 30 31 4 32 33 5 34 6357 38 37 a 38 39 9 40 41 10 Axe 2 23 3x6 = 2x4 II 22 42 43 21 44 20 45 19 46 47 18 48 4x4 = 3x8 = 3x6 = 2x4 II 3x4 = 17 50 16 51 15 52 53 14 x 3x6 = 3x8 = 44 4409 zu.o z� >.ad i 1z.oa tT-oo zzno zsao I 32-co aT.oa i 41-8-0 bzlga Plate Offsets (X,Y)— (3:0.5-4,0-2-81.110:0-5-4,D-2-81.117:0-2-4.0-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde8 Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 VerI LL) 0.14 19-21 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) .0.18 19-21 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.47 Hoa(CT) 0.03 17 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 437111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. WEBS 2x4 SP No.3'Excepl' 8-17: 2x8 SP No.2, 2-23,11-13: 2x6 SP No.2 REACTIONS. (lb/size) 17=3532/0-8-0, 23=1588/0-8-0, 13=746/0-8-0 Max Horz 23=85(LC 30) Max U lift 17— 2368(LC 8), 23=1907(LC 8), 13=772(LC 8) Max Gra 17= 532(LC , 23=1660(LC 39), 13=792(LC 18) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-253/138, 23=2578/1292, 3-4=3235/1768, 4-5=3235/1768, 5-7=-663/237, 7-8=14882619, 8-9=0/562, 9-10=0/562, 10-11=689/910 BOT CHORD 22-23=125/250, 21-22=10722434, 19-21=1257/2729, 18-19=125712729, 17-18=106/663, 15-17=2619/1673, 14-15=-731/595 WEBS 3-22=402/382,3-21=-602/1343,4-21=-666/494, 5-21=389/697, 5-19=0/277, 5-18=-2292/1305,7-18=-442/1116,7-17=-3659/1935,8-17=-171711376,8-15=-219412622, 9-15=676/500,10-15=-968/442,10-14=-183/358,2-23=1543/979, 2-22=1267/2363, 11-14=-802/697, 11-13=-722/634 NOTES- 1) 2-ply truss to be Connected tagetherwith 10d (0.1311NW) nails as follows: Top chords Connected as follows: 2x4 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x4 - 1 new at 0-9-0 oc. Webs Connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 GC, 2x6 - 2 rows staggered at 0.9.0 Co. 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=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsh h=23ft; B=45ft; L=4411; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 2368 He uplift at joint 17, 10071b uplift at joint 23 and 772 Its uplift at joint 13. Thomas A. ATbani PE No.39380 MiTek UK Inc. FL Cart6634 6304 Padre East Blvd. Tampa FL 33610 Date: January 23,2020 ® WARNING -Vm11y dmi, parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I-7473 rev. 10,0312015 BEFORE USE. Design valid foruse anlywab MTek®mnneemrs. This design is basso.., upon parameters shown, and is 1m an indivuh at building component, net a Was system.&fare use, the building dimagner must very er app0®biny ofdesign parameters and property Incorporate Nis design inlothe overall buhlingdesign. Bracing indicated is to prevent buWing of indMdual truss web andror chord members only. Allitmeallempo2ryandpermanembracing MiTek' Is always requited for stability and to present collapse with possible personal Injury and pumedy damage. Forgenenl guidance negaming me eabdaalion, storage, delivery, emation and bracing of trusses and truss Systems, see ANSWPn quality edged.,, DS949 and SCSI Building Cu so muff 6904 Parke East BIM. Saferyleformaflon available from Truss Plate Indoor¢, 218 N. Lee Street, Sale 312, Almoverla, VA22314. Tampa, FL 36610 Job Truss a GtyPlyGarfalo ResitlenceT1J39007 FPG, 613G i .y L Job Reference (optional) Truss, Ft. Pierce, FL 34946 8.330 s Jan 82020 MTek Industries, Inc Thu Jan 23 06:44:43 2020 Page I0:bvcTR(FoP502HNZ7sHSCKLzxUlh-unNCW6GJ L7NUmNoth20RXPjRnGT7Jm9ZuFzsYi2 NOTES- 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 971b down and 161 to up at 7-0-0, 82 lb down and 157 lb up at 9.0-12. 82 Ib down and 157 lb up at 11-0-12, 82 lb dawn and 157 Ito up at 13-0-12, 82 to doom and 157 Its up at 15.0.12, 82 Ib down and 1571b up at 17-0-12. 82 Ib down and 157 Its up at 19-0-12. 82 Ib dawn and 157 lb up at 21-0-12, 82 Ito down and 157111 up at 22-11d, 821b down and 157111 up at 24-11-4. 821b down and 157111 up at 26-11-4, 82 Ib down and 157 Ib up at 2&11-4, 82111 tlown and 1571b up at 30-114, 8216 dawn and 1571b up at 32-11-4, and 82 Ib down and 157 Is up at 34-11-4. and 97111 dawn and 161 Ib up at 37-0-0 on top chord, and 381 lb down and 225 Ib up at 7-0-0, 391b down at 9-0-12, 391b down at 11-0-12. 39 lb down at 13-0-12, 39 lb down at 15-0-12. 39 Its down at 17-0-12, 39 to dawn at 19412, 39 Ib down at 21-0-12, 39111 dawn at 22-114, 391b down at 24-114, 961b tlown at 28-11-4, 96111 down at 30-114. 961b down at 32-114. and 961b down at 34-114, and 518 lb down and 2251to up at 36-114 an bottom chord. The desigNselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads(plp Van: 1-3=90, 3-10=-90, 10-12=-90, 24-27=-20 Concentrated Loads (lb) Van: 3=-69(F) 6=69(F) 10=-69(F) 22=105(F) 5=69(F) 19-11(F) 8=-69(F) 14=105(F) 30=69(F) 31=69(F) 32=69(1`) 33=69(F) 34=69(F) 36=69(F) 37=-69(F) 38=69(F) 39=-69(F) 40=69(1`) 41=69(F) 42=11(F) 43=11(F) 44=-11(F) 45=-11(F) 46=11(F) 47=41(F) 48=-11(F) 49=-11(F) 50=11(F) 51=-11(F) 52=-11(F) 53=-11(F) ®WARNING -Verify design Parametersand READ NOTES ON TOR AND INCLUDED WrEK REFERENCE GAGE 0l-7473 rtv. 1W03120IS BEFORE USE. ° Design vallE foruse only with MTeMearre Ams. This design is based Only upon parameters shorn, and is for an lndivqualbuOEing component, nos atmsssystem. Before use, the building designer must vetlytine appllmbilgy of design parameters and properly Incorporate this design into the overall buiidingdeslgd. BncingindicatodlstopreventbudlingofindiAdualtmaswabanNora oMmembemanly. Additional temporary and permanent bracing MiTek' Is always required for stability and to peniseswllapsttw e with possible pnal Inferyand property, damage. Forgen ud guidarce rega ding the falmomirn,Somalia, detive, erection and bmdrg dUumms and Was "Arms,see ANSIMP11 Dualgy Crileda,DSB-89 and Best Building Component 6904 Parke East BIM. SaferyfnhaRnation available from Truss Plate InsMWe, 218 N. Lee 6 met, Suite 31E, A wandda, VA22314. Tampa, FL 36610 Job rigs Truss Type pry Ply Garafalo Residence T79211162 J39007 B146 Roof Special Girder 1 Job Reference (optional) ----- --- - -- •-••-•-- ------ oars o 4v4u wn I eN emusnies,me mu oarsmw:RR:a4 meu rages ID:b=TRIFoP502HNZ7sHSCKLz U1hg9VyxnlZWyH5jwxlw9j`4TsmUFLhxVYcET24w7zsYjO 2d-0 4-0-9 R}8 114-0 1880 22-0-0 25840 2 3146-0 37-0- 2d-0 48.9 3-bt3 }}10 5-}0 5A-0 }&10 0. Se 0 40.L2 M16-0 44-0-0 0 5-0-0 }1.2 -0.14 2-0-0 025 12 400 r12 6x10M18SH5 = NAILED NAILED NAILED 6,15 = 4x8 = 6x81,118SHS=9x81416511S = N4 11 6x1OM18SHS = 3 427 5 286 29 7 8 30 31 9 4x6 = ours. SUH24 SUH24 SUH243.8 II HUS26 Scale=1:76.1 4449 LOADING (psfj SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.46 Vat (LL) 1.11 17 >424 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Ven(CT) -1.3917-18 >338 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(CT) 0,20 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 548 Ib FT is0 LUMBER. BRACING. TOP CHORD 2x6 SP DSS *Except* TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purling. 1-3,9A 1: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 5.3-1 oc bracing. BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3'Except' 3-20,9-14,2-21,10-13: 2x4 SP No.2, 2.22,10-12: 2x6 SP No.2 REACTIONS. (lb/size) 22=544910-8-0, 12=4233/0-8-0 Max Horz 22=84(LC 7) Max Upl'ft 22=-317p11 n R1 12=a2991LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1671/868, 2-3=-10587/5966, 3-4=16172S107, 4-5=16172/9107, 5-6=19960/10844, 6-7=-19974/10845, 7.8=.15448/8411,8.9=-15450/0413, 9-10=-8001/4458, 10.11=-1087/604 BOT CHORD 1-22=819/16D4, 21-22=825/1604, 20-21=-5473/9890, 18.20=-11430/21041, 17-18=-11430/21041, 16-17=10134/19080, 14-16=-10137/19073, 13-14=.4044/7438, 12-13=565/1068, 11-12=-565/1068 WEBS 3-21=1002/536, 3-20=408217497. 4.20=490/310. 5-20=5340/2739, 5-18=1152/2197, 5-17= 1418/1467, 6-17=217/319, 7-17=796/1034, 7-14=3941/2060, 8-14=901/596, 9-14=-4531/8706,9-13=-1171/627, 2.22=453912704. 2-21=-4799/8434, 10-12=-3632/2073,10-13=-3558/6569 NOTES- 1) 2-ply truss to be connected together with 10d (0.131•'x3'•) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 Do, 2x6 - 2 rows staggered at 0-7.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been consitlered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9DpsF, BCDL=6.Opsf; h=23ft; B=45ft; L=44ft; eave=5ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. Thomas A. Albert PE Nd.39380 8) This truss has been designed for a 10.0 psf bottom chord live load nonconctrrent with any other live loads. MiTak USA, Inc. FL Cart 6634 9) ' 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 69M Parke East Blvd. Tampa FL 33910 will In between the bottom Chord and any other members. Date: 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3172lb uplift at joint 22 and 2299lb January 23.2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDEDMITEH REFERENCE PAGE MIL74I3 rev. 1010MO15 BEFORE USE. a Design valid foruse onywdh Mde Seconnedore. This design is based ony upon parameters shown, aM is ror an lneiAduel building wmpords,not a MISS system. Before use, the building designer must vedy the applieselby ofdesign parameters and properly incarporete Nb design into the overall b,ulding design. Bracing mallated is to prevent buckling of Individual tmsss web easier Nab members only. AddXional temporary and permanent bracing MiTek' 13al requiredror5abitiyaMtopmwMwllapsewehpassiblepersonal Injuryandpmperydamage. Forgeneralguagnotiregaidirythe gamester. Storage. dishey, ereciion and bracing ifbusses add truss systems, see ANSVTPII Dually CNIcia,DSS-89 and Bear Building Component 6964 Parke Fast Blvd. Sarmylnrermmlpn avaeablefmm Truss Plate Ina O.,218N.Lee Sl M.Sude31ZAlexmdda,VA22314. Tampa, FL 36610 Jab Truss Truss Type Oty Ply Garofalo Residence T19211162 J39007 B14G Roof Special Girder 1 er L Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 8.330 s Jan 82020 MTek Industries, Inc, Thu Jan 2306:44:462020 Page ID:bVCTRfFOP502HNZ7sHSCKLuUIh-IM2K8718HGOyL4WAUlEl74gyEihwgyolS7cdSZzsyj7 NOTES- 11) Use USP SUH24 (With 4-10d nails Into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 15-0-12 to Connect truss(es) to back face of bottom chord. 12) Use USP HUS26 (With 14-16d nails Into Girder & 6-16d nails into Truss) or equivalent spaced at 14-9-8 oc max. starting at 16-3-4 from the left end to 31-0-12 to Connect truss(es) to back face of bottom chord. 13) Use USP HJC26 With 16-16d nails into Girder & 10d nails into Truss) or equivalent at 36-11-10 from the left end to Connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is In contact with lumber. 15) "NAILED" indicates 3-1Od (0.148'kKY) or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads(pip Vert: 1-3=90, 3-9=90, 9-11=90, 1-11=-20 Concentrated Loads (lb) Vert: 9=69(13) 20�414(13) 18=-1767(13) 13=105(13) 30=69(8) 31=69(13) 32=-053(B) 33=-414(B) 34=-414(B) 35=-414(B) 36=-646(B) 37=11(B) 38=11(B) IS ®WARNING -Veriy design pa—reters antl READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIIJ4T3 rev. 1010312015 BEFORE USE. Design valid for use any arm MRek® om enors. This design Is based only upon parameters shown, and is for an Individual building component, net a muss system.Before use. Me building design., must Verify Meepplicabiley of design parameters and "peM emnorate Nis deep Mus Pe ove211 buildegeesign.BmcingindiwtedlstopreventbucMhg MNdmdualtmsswebandlcrcodmembemeny. AddkionWWmpoma andmmmeMbmCNg MiTeW laalways requiredfor stabilMyand 1b prevent collapse with possible personal our, and property damage Fargeneralguidaneeregardingthe fableahm.storage. delivery, eretllen and bradng oftmsses and truss systems, see ANSVTPIrquoliy CMede,DS"9.nd UCSIBullding Component 6904paM1e Eastew. SmA ylarormNon avalable hem Tmss Plate InMOe, 218 N. Lee Slmet, Bude 312 Nexandda, VA22314. Tampa, FL 36610 a Job Truss Truss Type 0ty Ply Garafalo Residence T19211163 J39007 Cot Roof Special 1 1 Job Reference (optional) cess s,vessv r� nerce, rc srano • 5 025 12 dasu s 4an d Lazo m1 I ex moustrles. Inc. i nu 4an As uea: B At, zvev rage i 4x4 = 4x4 = 4x4 = 4.00 12 2 3 4 Scale = 1:25 B 1C 8 7 6 9 4xa = 4x8 = 1x4 It 1.4 II LOADING (psp SPACING- 2-0-0 CS'. DEFL. in floc)/del L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.05 7-8 -999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Ven(CT) -0.09 6­7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 6 We n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 76 lb FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied orb-24 cc bracing. WEBS 2x4 SP No.3 REACTIONS'. (Ib/size) 9=791/Mechanical, 6=791/Mechanical Max Hors 9=53(LC 7) Max Uplift 9=-353(LC 8). 6=353(LC 8) FORCES. (Ib)-Max.Comp./Max. Ten, -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-1244/586, 2-3=1130/600, 3-4=1130/600, 4-5=-1244/586 BOTCHORD 7-8=515/1129 WEBS 1-9=-743/379, "=-492/1142, 5-6=743/379, 5-7=-092/1142 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Dpsf; h=23ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to gimens) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 353 Ito uplift at joint 9 and 353 lb uplift at joint 6. Thomas A-Albani PE No.36380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 WARNING Verity nasi9n Varametersa„tl READ NOTES ON THIS AND INCLUDED Mi REFERENCE PA GE MIF7473 rev. 1NW/2015 BEFORE USE. weew �e• Design vWalid for use only with Weal, connectors. The design is based ononlyupon parameters shown, and Is air an offlAdual building Component, not q` a ss system Below use, Me building designer must verily Me appacability of deep paamers etand property incorporate mis design Into Me overall buildingdosgn. Bracing Indicated Is to prevent guedding offrichriduall truss web andke chand members orMe. Additional temporary and pelmanentbracing MiTek' Is alwaya required for stability and to prevent collapse with possible personal Injury and property damage., For general guidance regarding 0e fabdoman, stoage.depery. ereaon and bracing of trusses and truss systems, see ANSIDnell Duotiy Citeda, DSB49 and BCSI Building Component 6904 Parke East BIM. SarerybdormeLon avaUble fmm Truss%ate lnslaute, 210 N. Lee Street. Suae 312 PJexandre, VA 22314. Tampa, FL WIG Job Truss Truss Type Gly Ply Garofalo Resitlence T19211164 J39007 CO2 Hip 1 1 Job Reference o tional test GOast I WES. I-t. Platte, eL 34946 8330 s Jan 8 2020 MITex Industnes. Inc Thu Jan 23 06:44:47 2020 Page 1 ID:bvcTRfFoP502HNZ7sHSCKLmUlhmYciMTJp2aYpyD581a1 YHh4s2AoPW5vhn%B DZSYL 7-SO S36 7.00 +o SL10 149-0 Sib 1$10 1.610 Safi 0+0 Scale = 1:28.0 0.25 12 4x4 = 4x4 = 4x4 = 4.00 12 2 3 4 6 7 6 9 4x8 = 4x8 = 1.4 II 1.4 II LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.05 7-8 o999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Vert(CT) -0.09 8-9 ,999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.41 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC201777P12014 Matrix -MS Weight: 761b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or8-24 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=791110echanical, 6=791/Mechanical Max Harz 9=53(LC 7) Max Uplift 9=-353(LC 8), 6=353(LC 8) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1244/586, 2-3=-1129/599, 3-4=1129/599, 4-5=-1244/586 BOTCHORD 7-8=516/1130 WEBS 1-9=743/379, 1-8=492/1142, 5-6=743/379, 5-7=-492/1142 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ABC 7.10: VuIt=170mph (3-secend gust) Vasd=132mph; TCDL=9.Ops1; BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Funding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chard live load noncenciment 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 240 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 3531b uplift at joint 9 and 3531b uplift at joint 6. Thomas A Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING -Venfy 0e51gn parameters and READ NOTEa ON THIS AND INCLUDED MITEK REFERENCE PAGE h111-74731.1 1010312015 BEFORE USE. **eB Deelgn valid for use only with MMIRD connectors. This design is based only upon parameters shown, and is for an ind Adual building component, nth my a miss system Before use, the bummg designer must vedy the app6rabilwadesign Paremetem and propery inmsporale Nis design into the overall buidingdesign. Bracing Indicated i3to prevent buckling ormAlMdual more web andlorohcrd members oily. AddManaltemporary and permanent brecing MiTek' Is sways required for Mobility and to prevent oulapse with possible personal Injury and property damage. For general guidance regarding Me fabdoagon,storage, deurery,erection and bmdng of trusses and miss systems, see ANSIAPH Quality Cdferla, DSB419 and BCS/But/ding Component 6904 Parke East Blvd. Sateylnr%mefion available from Trusa %NB Institute, 218 N. Lee S1reeL Suite 312. Alexandria, VA2Y114. Tampa, FL WHO Job mss Truss Type Oty Ply Garofalo Residence T19211165 J39007 CO3G Hip Ginter t 1 Job Reference (optional) truss, Pt Piere0, FL 34946 4x8 = 2x4 II 51,1111111110 8.330 s Jan 8 2020 MtTek Industnes, Inc. Thu Jan 23 O6:A4A8 2020 44 = Scale=1:27.9 -10-7 2T2-7 &10-7 11-6-7 16G7 1-1D7 a4ul I e-an I Plate Offsets (X Y)— (3:0-540-2-01 LOADING (par) SPACING- 2-04 CSI. DEFL. In floc) gdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.06 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -OD9 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(CT) 0.01 6 file thin BCDL 10.0 Code FBC2017rIP12014 Matrix -MS Weight: 79 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' 2-9: 2x6 SP No.2 REACTIONS. (lb/size) 6=803/Mechanical, 9=1086/0-8-0 Max Hom 9=68(LC 7) Max Uplift 6=535(LC 8), 9=805(LC 8) Max Grav 6=1050(LC 38), 9=1294(LC 39) BRACING. TOP CHORD Structural wood sheathing directly applied or 3-8-1 cc puffins. BOT CHORD Rigid ceiling directly applied or 6.0-0 ac bracing. FORCES. (Ib) - Max. CompidMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-1823/935, 3-4=1764/963, 4-5=188&979 BOT CHORD 7-8=.799/1675 WEBS 3-8=244/357, 4.7=-286/400, 2-9=1182(784, 2-8-895/1665, 5-6=1000/554, 5-7=875/1768 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9Dpsf BCDL=6.Opsf h=23ft; B=45ft; L=24ft; eave=4tt; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about 8s center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 535 Ib uplift at joint 6 and 805 Ito uplift at joint 9. 9) Hanger(s) or other connection device(s) shall be provided sufficient IC support concentrated load(s) 971b down and 157 lb up at 6-104, 82 lb down and 157 Ito up at 8-11-3. and 82 Ito down and 157 lb up at 9.5.11. and 97 lb down and 1571b up at 11-6-7 on top chord, and 381 Ib down and 225 lb up at 6.10-7. 39 lb down at 8-11-3, and 39 Us down at 9.5.11, and 381 Ib down and 225 lb up at 11-5-11 on bottom chord. The design/selection of such connection devices) 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=1.33, Plate Increase=1.25 Uniform Loads (pff) Vert : 1-3=90, 3-4=90, 4-5=90, &10=20 Thom® A. Albert PE No.39380 MITek USA, Ina FL Can 6634 6904 Parke East Blvd. Tampa FL 13010 Date: January 23,2020 ®WARNING -Verify design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE Wit 7473 re✓. 1dO3T015 BEFORE USE. ' Design valid far use any with Mrakle connectors. This design is based Only Upon parameters shown, and is for an individual binding component, not Mal a Was system. Eaton, use, the building designer must vent' the applicability of design parameters and property incorporate this design Into the overall buildingdasgn. Bracing Indicated is to prevent buckling of lndivldual truss web anmor chord members only. Additional temporary and permanentbracing MiTek' Is mways requtred for Malft and to pmmM wtapw wM pesMNo personal Injury antl pmpemy damage. For general gukatra regaNing the fabricator. storage. delivery, erectionandbradtg oftrssesaultmss systems,see ANSM11 Quality Coseds, DS&a9 andBCW Building Component Safeylnformation available tram Tmsa Plata InsNule, 31a N. Lee Stmot euxa 312. Aleundna, VA 2P014. 6904 Parka East BIW. Tampa, FL 36at0 Job Truss Truss Type 0ty Ply Garatalo Residence T19211165 J39007 CO3G Hip Girder i 1 Job Reference o Hanel East Coast Truss, Ft. Pierce, FL 34946 8.330 s Jan 82020 MTek Industries, Inc. Thu Jan 23 06:44:482020 Page 2 ID:bvcTRfFoPS02H NZ7SHSCKLzxD1 h-FkA5ZpKRptggaNgKbIHDSVECkST78xV2wRHkVSzsYiz LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-69(F) 4=-69(F) 8=1 05(F) 7=4 1 (F) 13=-69(F) 14=-69(F) 15=-11(F) 16=-11(F) 17=115(F) &WARNING -VerMV Seshgn parameters and READ NOTFS ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 rev. 1010212015 BEFORE USE. Oaslgb be far use any with MTek® connectors. Tbis design Is based any upon parameters shown. and Is for an individual bullding campone r, not a Was system. Before use, the building designer must verythe applicability of design parameters and popery incorporate this design into 0e overall ��-��•YYY buildingdeslgn. Brocmg Indicated is to prevent huddling M indrAdual toss web anNm Moth members only. Additional temporary and permanent bmeng MiTek' is always required for stablliy and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricstion,storage, delivery,erection and bracing of Wases and truss systems, add ANSM11 Qually CNeda, DSB419 and SCSI Building Component still Parke East BNd. Safeylahmp Wan available Iron Truss Plate Insava, 218 N. Lee Street, Suite 31Z Alexandra, VA2Y114. Tempe, FL Sell Job Truss Truss Type Oty Pl=nal) T79211166 J39007 001 Monopitch 3 nuaa, r'I. nnrue, TL,w O O,SSu a Jan tlLu,u MI I eK mauSUles. Mo. i nU Jan zi us,;R:492uzu Pagel IO:bvcTRfFoP502HNZ7sHSCKLzxU l hywkTn9L3aBoXCXFW37oSdinTZstT(UMC94OH2uzsYiy 2-0-0 7.3-6 11-0.0 22-0 I 4-11-6 I 3-0-10 D.25 12 Scale =1202 4x4 = 3x4 = 1 4 2x4 It LOADING (pst) TCLL 30.0 TCOL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.39 BC 0.18 WS 0.17 Matrix -MS DEFL. in Ven(LL) -0.01 Ven(CT) -0.03 Hoa(CT) 0.00 (roc) I/deft L/d 6.7 *99 240 6-7 B99 180 5 are n/a PLATES GRIP MT20 244/190 Weight: 5416 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7: 2x6 SP No.2 REACTIONS. (lb/size) 5=434/Mechanlcal, 7=76010-8-0 Max Hom 7=199(LC 8) Max Uplift 5=263(LC 5), 7=461(LC 8) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-490/175, 3-4=367/180, 4-5=405/272 WEBS 346=-253/232, 4-6=210/435, 2-7=675/474, 2-6=233/465 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=6.OpsY h=23ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par 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 chard and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2631b uplift at joint 5 and 461 lb uplift at joint 7. Thomas A Albani PE No.39380 MITek USA, Inc. FL Cen 6634 6904 Padre East Blvd. Tampa FL 33610 Data. January 23,2020 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED faITEK REFERENCE PAGE MllddT] rnv, INOaR015 BEFORE USE. Design vela for use onlywhh MiTekle connectors. This design Is based only upon parameters shown, and is loran individual building component not a base system. Before use, me building designer must very, me appecabllilyof design parameters and pmpedy incorporate this design into me overall buildingdedgn. Beading Indicated Cato prevent buckling oflndwiduat truss web and/or Nord members any. AdEhionattomporary.no permanent bracing MiTek' Is always required for stabiliyend to prevent collapse art possible personal injury and property damage. For general guidance regarding the (Semicolon,storage, delivery, erection and bradng of trusses and Voss systems, see ANSINFU Duality Comda, DSB49 and BCSI Building Component 6904 Parke East Brad, Satetyrnermnlan av ble hors Tmss Mate Institute.218 N. Lee 6 M.6ude 312. Nexandrla, VAM14. Tampa, FL =10 Job Truss pe a y Ply Garefalo ResidenceT19211167 1=T J39007 D02 1 1 Job Reference (optional) East Coas[Truss, Ft. Pierce, FL a4Vob 8.330 s Jan 82020 MRek Industries, Inc Thu Jan 23 06:44:50 2020 Pagel 10:bvcTRfFOP502HNZ7sHSCKLzxUlh-B71r_VMiLVwNphgWJhAwJeCGDmcxeLNkmraLzsYix & 244 7-3E I 10 I 12-- 2<-0 411E "'M 21 0.25 12 Scale = 1:19.9 4x4 = 4x4 = 2x4 II 3 4 5 2x4 II LOADING (psp TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC20177TPI2014 CSI. TC 0.39 BC 0.17 WI3 0.16 Matrix -MS DEFL. in Vo(LL) -0.01 Vert(CT) -0.03 Hom(CT) -0.00 (loc) Well L/d 7-8 >999 240 7-8 >999 180 6 n/a Fla PLATES GRIP MT20 2441190 Weight: 56 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 ac puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied orb-0-0 cc bracing. 2-8: 2x6 SP No.2 REACTIONS. (lb/size) 6=434/Mechanical, 8=76010-8-0 Max Hom 8=196(LC 8) Max Uplift 6=262(LC 5), 8=461(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=488/172, 3-4=372/184 WEBS 2-8=-679/476, 2-7=224/460, 4-6=-399/243 NOTES- 1) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 6 and 461 Ib uplift at Joint 8. Thomas A. Alban! PE No.39300 MITek USA, Inc. FL Cart 6634 99U Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING -Verify Oesiyrr parmnefara antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74I3 rev. 1010312015 BEFORE USE. aaam Design valid for use only won MTekB connectors. This design is based any upon parameters shown, and is bran individual adding ccmponem, not ITSE a Wss system. Before use. Me bwlding designer must very Me applicability of design parameters and properly kcerse le Nis design We the overall beldingdeslgn. BraWglndicated isfomenambudding oflndMdualtmssweb andlorclmrd members only. AddidonaltempoaryandpermaneMbracing M!Tek' Is aWays required for stability and to prevent collapse wdb possible personal Injury and property damage. For general guidance regareing the fabrication. Storage. delivery, ereolon and trading of trusses and Was system$. See ANSUWII Qualify Cdrada, DSB49 and BCS1 Building Component 6904 Parke Fast Blvd. Sayelyln/ormaflon availatle from Trvss %eta lnsNNa, 21B N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 36310 Job Truss Truss Type Cry Ply Garofalo Residence T79211168 J39007 D03G Half Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.330 s Jan 82020 MITek Industries, Inc. Thu Jan 23 06A4:51 2020 Page 1 ID:bNcTRfFoPS02HNZ7sHSCKLzxU1 h-fJsDBrMK6o2ERrPvGQgwi7spugZ2LN7UcOVOBmYiw 2 3-00.1 2-0-0-0-0 4 7-0-0 16A4 3-0-2 411-0-0-DQ Scale=1:19.8 4x4 = Sea 4 9 11 2%4 ll LOADING last) SPACING- 2-0-0 CSI. DEFL. in (loc) gdeN Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.40 Vart(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.17 Ven(OT) .0.02 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.22 Horz(CT) 0.00 5 We Ida BCOL 10.0 Code FBC2017/TPI2014 Mabtz-MS Weight: 5416 FT=0% 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 except end verticals. WEBS 2z4 SP No.3 -Excepts BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7: 2x6 SP No.2 REACTIONS. (Ib/size) 5=473/Mechanical, 7=76410-8-0 Max Holz 7=185(LC 8) Max Uplift 5=373(LC 5). 7=541(LC 8) Max Grew 5=629(LC 28), 7=811(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=251/173, 2-3=7671345, 3-0=652/330, 4-5=581/386 WEBS 3-6=336/261, 46=364/744, 2-7=416/535, 2-6=397/725 NOTES- 1) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=6.Opsf, h=23ft; 8=45ft; L=24ft; eave=oft; Cat. It; Exp D; Encl.. GCpi=0.18; M WFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf 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 members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 IS uplift at joint 5 and 541 lb uplift at joint 7. 8) Hangens) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 82 lb down and 1571b up at 7-0-0, and 82 IS down and 157 IS up at 9-0-12 on lop chord, and 381 lb down and 225 Ib up at 7-0-0, and 39 lb dawn at 9-0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied tothe face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (fill) Vert: 1-3=-90, 34=90, 5-8=-20 Concentrated Loads (Ib) Vert: 3=69(F) 6=105(F) 11=69(F) 12=11(F) Thomas A. Alberti PE No.39380 MITek USA, Inc. FL Cert 6034 6904 Parke East Bind. Tampa FL 33610 Data: January 23,2020 ®WARNING -Verily design pararnanne and READ NOTES ON THIS AND INCLUDED 49TEK REFERENCE PAGE 41l1-0473 rev. 1ON3 2015 BEFORE USE ' Design valid for use only with Mdek®connectors. This design is based any upon parameters shown, and Is for an Individual building componem nod a truss system. Before use, the building designer must verity the applicability of design parameters and properly Ineoryorale this design Into the overall buildingdeagn. Bracing Indicated is to prevent building of heralded lease web anther Chad members any. ALdhioneltemporaryaMPnanentbracing M!Tek' is always; reeu'ved for Stability and to prevem call with passible personal injury and property damage. For general guidance regaling 0e arteae0on, aodge, delivery, erection and braang ofuusses and Voss systems,see ANSVTPII Quality Chffl DSB89 and SCSI Building Component 6904 Parke Fast Bind. SaMyin o mOlon available ham Trues Male lnstMte, 218 N. Lee Street, Sub 312, Alexandda, VAn314. Tampa, FL 3fi81a Job Truss Truss Type City Ply Garafllo Residence T19211169 J39007 MG1 MonopdOh Girder t 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.330 s Jan 8 2020111 Industries, Inc, Thu Jan 23 06:":51 2020 Page 1 ID:bvcTRfFoP502HNZ7sHSCKLzxU1h-fJsDBrMK6o2ERrPvGCigwi7smSgTILDuUcOVO6nzsViw 5-0 0 5-0-0 Scale: WI =1' 2x4 I 5-0.0 5-0-0 LOADING (pi SPACING. 2-0-0 CSI. DEFL. in (lac) With L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.08 3-0 >709 240 MT20 2441190 TCDL 16.0 Lumber COL 1.33 SC 0.57 Vert(OT) -0.11 3-4 >497 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.04 HOrE(CT) -0.00 3 ll n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 30 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied or 5-0-0 oc puffins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3'Fxcepl' BOT CHORD Rigid ceiling directly applied or 8-7-10 oc bracing. 1-4: 2x6 SP No.2 REACTIONS. (Iblsize) 3=866/Mechanical, 4=1186/D-8-0 Max Hors 4=122(LC 8) Max Uplift 3=442(LC 8), 4=-515(LC 8) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(I1) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.0psF BCDL=6.Opsf, h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MVVFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) This truss has been designed for a 10.0 psf bottom chord live toad nonconcunent with any other live loads. 5) ' This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 442 lb uplift at joint 3 and 5151b uplift at joint 4. 8) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-0.12 from the left end to 3-0-12 to connect muss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 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=1.33, Plate Inaease=1.25 Uniform Loads (plp Vert: 1-2=90, 3-4=20 Concentrated Loads (Ib) Vert: 5=-772(F) 6=771(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 0904 Padre East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING -Vcily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ali row 1010112015 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Indlvldual building component, not a truss system. Before use, Ne building designer most warty the applicability of design parameters and property incoryorate Nis design Me the owl buildingdesign. Bracing Indicated is to prevent bulling of indiodual train web andror chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding Me fabrication. usage. dininei muction aM smang of W99e9 and bass Systems, see ANSVi Dually Coreda, DSBAB and SCSI Building Component 6904 Parka East Bled. Seretyrnformation available bona Truss Plate Insteute, 218 N. Lea Street, Suite 312, Alexandria VA22314. Tampa, FL 36610 Job Truss Truss Type Cry Ply Garofalo Residence T19211170 J39007 MG2 Monopladh Girder 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 7x8 8.330 s Jan 82020 ill Industries, Inc. Thu Jan 2306:44:522020 Pagel ID:bveTRfFoP502HNZ7sHSCKLzxUlh-7VObPBNyt6A5375g8L9FLOs23nl4gye2FyfDzsYly 0,25 12 4x4 = 4x8 Scale = 1:18.9 Plate Offsets (X,Y)— 14:0-5-4,0-1-81,f5:0-5-0,0-5-81. 16:0-3-00.1-121 16:0-2-100-0-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.08 5-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.70 Vert(CT) -0.10 5-6 >994 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(CT) -0.00 4 n/a file BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 61 lb FT=0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* 1-6: 2x6 SP No.2 REACTIONS. (lb/size) 4=1787/Mechanical, 6=1617/0-6-0 Max Horz 6=140(LC 8) Max Uplift 4=-968(1-C 4), 6=833(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2170/1098, 2-3=.2038/1098, 3-4=-1545/896 WEBS 2-5=-429/601, 3-5=1322/2459, "—It 12/587, 1-5=-981/2022 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or8-3-12 oc bracing. NOTES- 1) Wind: ASCE 7-10: VUh=170Mph (3-second gust) Vasd=132mph; TCDL=9.0psf, BCDL=6.Ops/; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 968 Ib uplift at joint 4 and 833 lb uplift at joint 6. 8) Use USP SUH24 (Wth 4-10d nails Into Girder 8 2-10d x 1-112 nails Into Truss) or equivalent at 1-1A from the left end to Connect tmss(es) to back face of bottom chord. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 3.0-12 from the left end to 7-0-12 to Connect tussles) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 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=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2-90, 2-3=90, 4-6=20 Concentrated Loads (Its) Vert: 7=-132(B) 8=783(13) 9=-771(B) 10=-771(B) Thomas A. Album PE No.39360 MITok USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Data: January 23,2020 ®WARNING Verity design parameters and READ NOTES ON THISANDINCLUDEDMITEKREFERENCE PAGE Afll4473rev. IWOW2015BEFORE USE. Design valid for use onfywilh Mlrek®cdnnacMrs. This design is based only upon parameters shown, and is for an individual budding crmporhoL not a truss system. Befine use, the building designer must Verify the applicability of design parameters and properly incorporate thls design into the overall buildingdesign. Bracing helhoded lsto prevent bucking of indwidual truss web andior Nod members any. Alddhonaitempmaryardpermanedbmcing M!Tek' is always requited for stabiay and to proved auaapsewith possible personal injury and property damage. Far generd guidance regarding 0e fabdmdon, storage. delivery, erection and bracing oftmsses and truss systems, see ANSVIPN Dually Ontario, DSB49 and SCSI Building Component 6904 Parke East BIW. Sefafyinformatlon available Won Truss Plate Institute, 218 N.Lea Street Suite 312, Accontlre, VA 22l14. Tampa. FL 36610 Job Truss Truss Type Oty Ply ResitleneeT19211171J39007 MV2 Vall9y 1 1b [aratelo Reference o tional Truss, Ft. Pierce, FL 34946 2x4 8,330 s Jan 82020 MTek Industries, Inc. Thu Jan 23 06:44:53 2020 Pagel ID:bvcTRfFOP502HNZ7sHSCKLzxUih-bi_cXOaeOlyg8YIOrsOoYxFxTHspKyn3i VBgzsYiu 4.00 12 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.04 Vert(-L) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.02 Vert(CT) Na - We 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 We n/a BCOL 10.0 Code FBC2017rTP12014 Matra-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=6112-0-0, 2=50/2-0.0, 3=1112.0-0 Max Herz 1=29(LC 8) Max Uplift 1=-22(LC 8), 2=-39(LC 8) Max Grew 1=61(LC 1), 2=50(LC 1), 3=22(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Its) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5lb FT = 0 Structural wood sheathing directly applied or 2-0-0 oc putting. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf h=23ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp D; En III., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances a rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSU rial 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 22 Us uplift at joint i and 391b uplift at joint 2. Scale =1:6.1 Thomas A. Albeni PE Ng.39380 MITek USA, Inc. FL Cart 6634 89M Parke East Blvd. Tampa FL 33610 Bate: January 23,2020 ®WARNING -Votlty design parameter, and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 54IF74I3 rev, Id012015 BEFORE USE. Design valid for use anywith MiTeM connectors. This design is based only upon parameters shown, and Is for an Individual bunting component, not ITS a Iruas System. Before use, vie building designer must wary me applicabitiry of design parameters and property hadporme mis design We %e overall buildingdesign. Bracing indicated Is to prevent buckling ofmadvidualtmssweb andlorchoMmembers bats. AdddiOnaltemporary and pomanemlassoing Welk' Is always required for s llay and to prevent collapse Cobb possible personal injury and property damage. For general guidance Reading to tabrosts 1, stage.deiters. eRCunt Md buting M WSseS and miss byaleme. see ANSgfPll Duality Criteria, DS13A9 antl Bear Building Component aegis Parke East Blvd. SafetyInform ulwn avertable from Tmss Plate Institute, 218 N. Lee Street, Suite 31a Alexandra. VA 2Y514. Tampa, FL 36610 Job Truss Truss Type ply Ply Garafalo Residence T79271172 J39007 MV4 Valley 1 1 Jab Reference (optional) 9 2,4 a s aan is zvea mu erc mausmes, mc. mu aan zo Co:ca:o4 zuzu rage I ID:bvcTRfFoP502HNZ7sHSCKLnUlh-bi_cXOaeOlyg8YIOmOoYxACTFYpKyn3i_VBgzsYiu 2 3 Soot. =1:9.4 LOADING (psp SPACING- 2-0-0 CSI. DEFL. In (loc) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a - real 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.17 Vert(CT) rule - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 12 lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oe bracing. REACTIONS. (lb/size) 1=163/4-0-0, 3=163/4k0 Max Hom 1=78(LC 8) Max Uplift 1=-60(LC 8), 3=-86(LC 8) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opst h=23ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCp1=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 Pat bottom chord live load nonconwrtent 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-D-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 ID uplift at joint 1 and 86 Ib uplift at joint 3. Thomas A. Albeni PE 11.19380 MITek USA, Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33610 Date. January 23,2020 ®WARNING Vnilydi, parameters antl READ NOTES ON THIS AND INCLUDED NITER REfERENCE PAGE 47117473 rev. 10,032015 BEFORE USE. �e�•ll Design valid for use onywim Mdek®connecam. Tins design is based only upon parameters sb0vm, and! is for an IndiNdual building componem, not �p a Was system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate tbls design into me overa -•Y buildingdauga. Bmchgindic4edistopmmtbu?ingMMEMdualtmsswbanWwOoNmembemony. Adahwaltempoaryandpennanentbracing MITOW is always natural for stability and to prevent collapse Am Possible personal injury and pmpeMdamago F.I gim.Ru guidance regardbg tao fabrication, storage, delivery, emcnon and binding oftmsses and buss systems,... ANSVTPH doubt, Crifeda, DSB49 and BCSI Building component 6904 Parke East BIW. Soanylarormafion availablefrom Tms.PratelnstRO.,218N.Lee Slree6SUlte312.Alexandd..VA22314 Tampa. FL 36510 Jab Truss Type Oty Ply Garafalo Residence TMMV55S T19211173 J39007 Valley 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 4.00 12 8.330 s Jan 6 2020 MITek Industries, Inc Thu Jan 23 06:44:54 2020 Page 1 ID: bvcTRfFOP502HNZ7sHSCKL2xU t h-3uXMgsPCPjOpl l7UyYNdKmUDGtcPYnCxIMk2j6zsYit &A _ 0.25 12 Scale = 1:9.3 Plate Offsets (X,Y)-- (2:0-2-9,Edge) LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in floc) IldeO Urd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Holz(CT) -0.02 3 n/a Na BCDL 10.0 Code FBC2017/7PI2014 Matrix-P Weight: 8 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=204/5-0-0, 3=204/5-0-0 Max Horz 1=28(LC 8) Max Uplift 1=-168(LC 4), 3=-194(LC 4) FORCES. (lb) -Max. Comp.110m. Ten. -AU forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing already applied or 5-13-0 oc purged. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf, BCDL=6.Opsf, h=23ft; 8=45ft; L=24ft; eave=4ft; Cal. II; Exie D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ile uplift at Joint 1 and 194 Ib uplift at joint 3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at Joint(s) 3. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 8904 Padre East Blvd. Tampa FL 31610 Date: January 23,2020 ®WARNING- VwfICealynpamme(maantl READ NOTES ON THISANOINOLUOEDMITENREFER£NCEPAGEM141473mv. ln'allta IS BEFORE USE Oesgn valid for use onlywah Mirek®connectom. This design is based only upon pammeam shown, and is for an Indi adual bulding component not a truss system. Before use, the building designer must very the applicability of design Parameters and property incorporatethis ensign into the overall buildingdevga. Bracing measure is to Prevent bucpmg of indMdual"a$web anmor chord members only. AadAonaltemporaryandpeenanentbracing pad M1Tek- Is always required for stabirry and to prevem coupse won Possible personal injury and property damage. Forgen.mi gukm¢e regard'ug me fabrwaan,storage, tlaliveryry erection and bracing oftrusses and ss systems, see ANSYnall Gravity Caesars, DSB49 end SCSI Suffding component handle 6904 Parke Fast BIW. Safeyfnfowealloo availabfrom Truss Plate statute, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 361 n Job Truss Truss Type Dry Ply Garafalo Residence T79211174 J39007 MV7 Valley 1 1 Job Reference (optional) Last Goast I was. Ft. Pierce, PL 34948 8.330 S Jan 8 2020 Mifek Industries, Inc. Thu Jan 23 06:44:55 2020 Page 1 ID:bveTRfFoP502HNZ7sFISCKLzxUih-X45k1 COg91YgwSigVGvsuOT2Hw3HDR4XOTcFYzsYis ' 3-3-6 I 38-1&10 ' Scale =1:12A 0.26 12 Asa = 2x4 II 4.03 r12 3 5 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (roc) Vde0 L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a - fire 999 TCDL 15.0 Lumber DOL 1.33 BC 0.17 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horil -0.00 4 n/a lira BCDL 10.0 Code FBC2017/TPI2014 Matnx-P LUMBER- BRACING. ar4 II PLATES GRIP MT20 244/190 Weight: 211b FT=0% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOTCHORD 2x4SPNo.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=139/7-0-0, 4=188/7-0-0, 5=328/7-0-0 Man Horz 1=69(LC 8) Max Uplift 1=-62(LC 8).4=-138(LC 4), 5=-168(LC 4) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. WEBS 2-5=-257/217 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsl; BCDL=6.OpsF h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; Lumber DOL=1.60 plate line DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) Gable requires continuous boftom chord bearing. 5) This truss has been designed for a 10.0 Pat boftom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to Dealing plate Capable of withstanding 62 lb uplift at joint 1, 138 lb uplift at joint 4 and 168 lb uplift at joint 5. Thomas A. Albani PE Ne.39380 MITek USA, Inc: FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 WARNING Vutl/V0e-*'19n parmnelen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111IIJ472rev. 1010312016 BEFORE USE. Design valid for use only with MBeAfficonnectors. Tills design is based any upon parameters areas. and is for an Individual orders, compoMnt, net a tress System. Screw use, the buildingdeslgnermustverirytheapplicabilayofd¢sign parameters ardprip.q incomorete this design Into the overall ��-ttt��Y� bvildingdesign. Bracing indicated is to prevent budiding of Individual tress web andfnr Nord members ony. A4dNonal temporary and permanent bracing Mew is always required for stabllRy and to prevent Wnapso with possible personal Injury and propedydarmi, For genend guidance regarding the fabrication. storage, delivery, erection and trading oflmsses and truss systems. see ANSIe Fln quality causes, OSB49 antl SCSI Building Component 6604 Parke East Blvd. Seefy/nrormsllan available tom Truss Rate Institute, 218 N. Lee Sol Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Garafalo Residence T19211175 J39007 ZCJ1 Jack -Open 12 1 Jab Reference (optional) cast l mad Iu ta, rr. rleme, rL J4tl90 1 "du s den a euzu mI I eK Ineusmes, me. I nu aan z3 uC:av:ao euzu raga 3 ID:bvcTRfFoP502HNZ7sHSCKLZKU1 h-OHf6FYDSwLg%%cHs3zD5PBZmvhHpOhhEmgD90 zsVir 3 2x4 = PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. Scale =1:B0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (roc) I/dell Ud PLATES GRIP TCLL 30.0 Plate GOP DOL 1.25 TC 0.06 Vert(LL) -0.00 6 n/r 120 MT20 2441190 TOOL 15.0 Lumber DOL 1.33 BC 0.07 Vert(CT) -0.00 6 n/r 120 SCLIL 0.0 ' Rep Stress Iner YES WB 0.00 Holz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 3 It, FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD Structural woad sheathing directly applied Or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ili/size) 2=0/Mechanicel, 3=102/Mechanical Max Holz 2=140(LC 1).3=146(LC 8) Max Uplift 3=-98(LC 8) Max Grav 3=102(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7.10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst, BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 Pat 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 In between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98111 uplift at joint 3. Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cart 6634 0904 Padre East Blvd. Tempe FL 33610 Date: January 23,2020 ®WARNING Verify design darad,elalr and READ NOTES ON rHIS AND INCLUDED MUCK REFERENCE PAGE MII-I472nn, 10,03,2015 BEFORE USE. Design valid for use onlywith MTelt®wnnemors. ne derign is based only upon parameters shown. and Is fix an Indwidua builNlg component, not a truss system. Before use, the building designer must wnfy the applicability of design parameters and Properly Ncomo rde Nis design Into 0e overall buil,ingdesign. Bracing indicated is to prevent euckpng of Ndiddual truss web andior chord members ony./Wddionaltempomryand,egmenembaring MiTek' is aWays required for stability and to prevent Collapse with possible personal injury and property damage. Forgenemiguldanceregamingthe fabrication, storage, delivery, eredl0n and bracing oflmsres and bum systems, see ANSMIf Quality emend, DS949 and SCSI Building Component 6904 Parke East BIM. Sarerylnrormaflon available from Truss Plate InstXute,21e N. Lee SVeet. Suite 312. Ale,Andra,VA2z14. Tampa, FL 3WI0 .r e Job Truss Truss Type City Ply Garafalo Residence T79277176 J39007 ZCJ2 Jack -Open 1 1 Job Reference (optional) caDwoe%II "rrcrca, cl ove.. lx4 II d.33U s J0n B ZUZU MI I eR IOOusVnes, me. inu Jar,23 06:44:55 2020 Pagel ID:bveTRIFoP502HNZ7sHSCKLmU1 h-CHf6FY0SwLg%XcHs3zQSPB7J"HOOhEEmgD9o_zSYir LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (roc) Odeft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.10 Vell(I.L) 0.00 5 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.09 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.03 Hoa CT) -0.00 3 Na Na BCDL 10.0 Code FBC20177TPI2014 Matrix -MP LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 3=23/Mechanical, 4=44/1iffechanical, 5=246/0.8-0 Max Ho¢ 5=43(LC 8) Max Uplift 3=-23(LC 14), 4=44(LC 1), 5=-167(LC 8) Max Gmv 3=9(LC 6), 4=27(LC 8), 5=246(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown PLATES GRIP MT20 244/190 Weight: 7 lb FT=0 Structural wood sheathing directly applied or 1-9-7 cc putting, except end verticals. Rigid ceiling directly applied or 10.0-0 cc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-9.Opsf; BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=411; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate fine DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances orrough handling and erection conditions. his the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 get 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 chard and any other members. 6) Refer to gird for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 23 lb uplift at joint 3, 441b uplift at joint 4 and 167 Ib uplift at joint S. Scale =19.4 Thomas A. Albani PE No.39330 MITek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Data: January 23,2020 ®WARNING - Verity design parametus anOREAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE rAl67473 rev. Ia'03nO15 BEFORE USE. s Design valid for use only with MDek®connesgrs. This design is based only upon parameters shown, and is far an lndMdual building component, no a lure system. Before use, the building designer must verify the appicabllily of design parameters and properly Incomoraw this design Into the overall buildingdesign. 8ucing Indicated Isle prevent buckling of lac Mdual loss web auWarchord members onN. Addilionaltempormy and permanent bracing MiTeW Is always requbed for stability and to prevent collapse with posaible personal injury and properly damage. Forgeneal guidance regarding the fabrication. Stands. deavery, erosion and bradrg ofbusses and Voss Systems, we ANSYTPll DWIW Crtteda, DSB49 and SCSI Buffering Compomad 691 Parka East Blvd. sefelylnfmmodoo available aom Tmss Rate lnrRute.2la N. Lee Sheet. Sehe 312, Nv dN, VA 22314. Tampa, FL 06610 Job Truss Truss Type Oty Ply Garafalo Residence T19211177 J39007 ZCJ3 Jack -Open 11 1 Job Reference (optional) India. Fl. Pierce, FL 3494B 8.330 s Jan 82020 MiTek Industries, Inc. Thu Jan 23 06:44:57 2020 Page 1 ID:bvcTRfFoP502HNZ7sHSCKLzxU 1h-UTDUSuR5heoO9ms3dhxKyO6g74%OIBDN_KyIKRzsYiq 2-0-0 2-114 2-0-0 0 7-0 Scale =1:9.3 2-0-0 0.11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Ven(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.05 Hon,(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 10 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 0o purlins. BOT CHORD 2x4 SIG No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 GG bracing. WEBS 2x6 SP No.2 REACTIONS. (Ib/size) 3=248/Mechanical, 4=275/Mechanical, 5=83910-8-0 Max Hoa 5=76(LC 8) Max Uplift 3=-248(LC 1).4=-275(LC 1), 5=-722(LC 8) Max Gray 3=205(LC 8), 4=243(LC 8), 5=839(LC 1) FORCES. (Ib) - Max.Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-444/368 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.0psf; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exit D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about 8s center. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for muss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 248 Ib uplift at joint 3, 275 Ib uplift at joint 4 and 722 Ib uplift at joint 5. Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33910 Data: January 23,2020 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED AOrEK REFERENCE PAGE 4111.7473 rev. 10/0)R015 BEFORE USE. Design valid for use onywkh MiTekBwnnepont. ThIS design Is based any upon parameters shoves. Rod Is for an IadlvlUual Weight, component, not a Other; eyehm.Before use, the bu,ding designer must very me applicability of design parameters and anpedy, N.rporate Nis design Into the overall buihingdesign.B2rn, indicated lsto prevent avoiding offmiredual lmssweb andior Nord members only. Additional temporary and permanent bracing MiTek' IS aWays required for Media, and to pmeart.[top. with possible personal Injury and pmpeny damage. For general guidance regarding the lab,.aon,Storage, delivery ereclianand belong oftmsses and muss systems, see ANSIVTPH Quality CTimde, DS&89 and SCSI Building Component goes Parka East BM. Saretylnhrmlttion available fmm Tmss Plate InsMute, 210 N Lee Street, sake 312, Ml ndda,VA32314. Tampa, FL Sal Job Truss Truss Type Cry Ply Garafalo Residence T19217178 J39007 ZCJ3A Jack -Open 1 1 Job Reference (optional) Iii s Jan It 2020 MITek Industnes, Inc. Thu Jan 23 012020 Page 1 ID:bvcTRfFoP502HNZ7sHSCKLzxUih-UTDUSuR5heo09ms3dh Ky06uh4cYIBxN KyjKRzsYiq Scale= 1:12.8 MI as 114 2.114 2-11-4 r LOADING (psp SPACING. 2-0-0 CSI. DEFL. in (too) gdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 34 -999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) -0.01 3-4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) -0.01 2 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Weight: 101b FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=150IMechanlca1, 2=114/Mechanical, 3=36/Mechanical Max Holz 4=72(LC 8) Max Uplift 4=-35(LC 8), 2=-95(LC 8), 3=-4(LC 8) Max Gmv 4=15O(LC 1), 2=114(LC 1), 3=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES. 1) Wind: ASCE 7-10; Vu8=170mph (3-sewnd gust) Vasd=132mph; TCDL=9.Opsf, BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0:18; MWFRS (directional); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument wah 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 et between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 4, 951b uplift at joint 2 and 4 lb uplift at joint 3. Thomas A. Albert PE No.39380 MITek USA, Inc. FL Cart 8634 6904 Parka East Blvd. Tampa FL 33610 Data: January 23,2020 ®WARNING -Vmitytlesign parame ers and READ NOTES ON THIS AND INCLUDED IVITEK REFERENCE PAGE$111-7473 rev. 10/0312015 BEFORE USE. Design valid foruse anlywith MRek4Dconnsema s. This design is based only, upon pammetem shaven, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applirsbley of design parameters and properly incorporate this design info the overall building design. Bracing Indicated is to prevent budding of individual truss web mi Noltl members only.Additional temporary and permaneld bracing MOW is always rail for MabiBy and to prevent ocgapsewilh passible personal injury and propedydamage. Fargenerd guidanoeregarim Ne minister, storage, deivery, erection and bracing of"Uses and truss systems, see ANSI/TPH dangly CNMda, DSB49 and BC51 Building Component 6904 Parke East Bled. SoRdyinfo rmaflon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type ON Ply Garafato Residence T19211179 J39007 ZCJS Jack -Open 11 1 Job Reference (optional) Last Goasl Iwas. FL Plants. YL MBalti 0 6.33U 5 Jan B 202U MI tax IndUstnes, MC. 1 DO Jan 23 IX5:,12UZU Page 1 ID: bvcTR(FOP502HNZ75HSCKLzxU1 h-yfntfESjSywrmRFBOSZVCe_sUt2Ube WD_iGstzsYip Scale=1:12.6 LOADING (pi SPACING- 2-0.0 CSL DEFL. In (lac) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOIL 1.25 TC 0.54 Ven(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.04 HOrz(CT) -0.04 3 BIG n/a BCDL '10.0 Code FBC2017rTP12014 Matrix -MP Weight: 17 lb FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-11-4 cc pudins. BOT CHORD 2x4 SP ND.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. WEBS 2x6 SP NG2 REACTIONS. (Ill 3=48/Mechanical, 4=-26/Mechanical, 5=514/0-8-0 Max Horz 5=129(LC 8) Max Uplift 3=-48(LC 5), 4=-26(LC 1).5=381(LC 8) Max Grav 3=63(LC 13), 4=48(LC 8), 5=514(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-3471277 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=9.Opst BCDL=6.Opsf, h=23ft; B=4511; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 48 Ib uplift at joint 3, 26 Ib uplift at joint 4 and 381 ID uplift at joint 5. Thom, A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33810 Data: January 23,2020 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE an 7473 rev. IOM31201S BEFORE USE. Design valid for use only with MBek®connectors. This design Is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, Me building designer must verify me appicabildy of design parameters and properly Mennonite Nis design into the overall bmldingdasign. Bracing indicated is to prevent Waling of individual truss web anwor chord members only. Additional temporary and permanent bracing WGIC Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regaMing the fabsicall Manage, delivery, erection and bracing ofbiii and Must systems, we ANSU 110ua4'y CdWd.,DSBd9.dBCSIBWWIng Compononf 6904 Parke East BIW. Safeyineurnaton available ford Truss Plate InMate, 218 N. Lea Street, Suite flIz Alexandra, VA 22314: Tampa, FL 36610 Jab Truss GarofaloResitlenceT19211180 =mTp,,pe J39007 ZEJ7 L24" 1 Job Reference (optional) cure, usaau cuss, rs. fie e, ru.wawo III d.3JU a Jan 6 2uZu Md eN Industries, Inc. l hu Jan 23 05:44:59 2020 Page 1 I0:bvcTRfFoP502HNZ7sHSCKLzxU 1 h-pSLFtaTLDG2603ORk6zal p86nOFpD2ggSeRpOJzsYio LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 30.0 Plate Gnp DOL 1.25 TC 0.72 Vart(LL) -0.03 4-5 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.37 Ven(CT) -0.D4 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WEI 0.05 HOR(CT) 0.03 3 his file BCDL 10.0 Code FBC2017lTP12014 Matrir-MP LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 WEBS 2x6 SP No.2 REACTIONS. fits/size) 3=159/Mechanlca1, 4=30/Mechanical, 5=575/0-8-0 Max Hon: 5=183(LC 8) Max Uplift 3=-124(LC 8).5=376(LC 8) Max Gfav 3=159(LC 1).4=69(LC 3), 5=575(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-475/389 Scale= 1:16.9 PLATES GRIP MT20 244/190 Weight 231E FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 Be purling. BOT CHORD Rigid ceiling directly applied or 10-0-0Do bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; BCDL=6.OpsF h=23ft; B=451i L=240; eave=411; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1241E uplift at joint 3 and 376111 uplift at joint 5. Thames A. Albani PE No.39380 MITek USA Ind. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data; January 23,2020 ®WARNING -Vedil Jesignparomelersantl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 rev. 10/03aGIS BEFORE USE.. Design valid ferule ont with MTekW manectom This design is based only g an parameters shown, and is for an individual boading campomal. not ��• a truss system. Before use, Me building designer must vent' the appriamiTM of design parameters and properly lnowmate the design Into 0e overall �.�•YY building design. Bracing indicated is to prevent buckling of individual Bass web andlor chord members only. Madero temparary and permanent bracing MiTek' is always required for Stability and to Award collapse with passible personal injury and property damage. For general guidance regaming vie rabimeamn, storage, deWeN, emotion and breeng M trusses and Was systems, see ANSUTP110uaaly Gondar OSB49 and SCSI Building Component 69a4 Parke East Blvd. Smetylnldrmetion ava,bblefrom Tmss Plata InA We.218N.Lea Street.Suae3lZAlexandra,VA22314. Tampa, FL 36810 Job loss Truss Type CRY Ply Garofalo Residence T79211787 J39007 ZEJ7A Jack -Open 1 1 Jab Reference (optional) East Coast Truss, Ft, Pierce, FL 34946 8.330 s Jan 8 2020 Mnek Industries, Inc. Thu Jan 23 06.44:59 2020 Page 1 ID:bvcTRfFOP502HNZ7sHSCKLzxUlh-OeLFtaTLDG2603ORk6zoipB6nuFpD2ggSeRpOJzsYio 2d-0 7-M 2-0-0 I 4. Scale=1:16.9 7-0-0 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (too) UdeO L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 SC 0.37 Vert(CT) -0.04 4-5 >999 160 BCLL 0.0 ' Rep Suess Ina YES WB 0.05 Horz(CT) 0.03 3 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 231b FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=159/Mechantwl, 4=30/Mechanical, 5=575/4-11-0 Max Hom 5=183(LC 8) Max Uplift 3=-124(LC 8).5=-376(LC 8) Max Grav 3=159(LC 1).4=69(LC 3), 5=575(LC 1) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(I1d) or less except when shown. WEBS 2-5=-475/389 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OpsY BCDL=6.Opsf; h=23ft; 8=45f1; L=24ft; eave=4ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 124 to uplift at joint 3 and 37616 uplift at joint 5. Thomas A Albani PE No.39360 Mines USA, Inc. FL C9R 0634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING- verily Cesian parameters and READ NOTES ON 1705 AND INCLUDED AUTEx REFERENCE PAGE 4111.7473 rev. 14d0"ON BEFORE USE. ��®® Design valid for use onlywith MReole connectors. This design Is based only upon parameters shown, and Is foram Indivltlual building component, not abuse system. Before use, me building designer must verity me appinubiliryofdowgn parameters and popery incorporate this design into the swoml myY� buildingdesign. Bracing Indicated is to prevent buckling of lndivlduat Mass web and/or chord member, only Additional temporary and permanent bracing MiTek' is always redulmd far,dabitly and to prevent collapse *In possible personal Injury and property damage. For general guidance regarding the fdedration.storage. delivery, erection and loading oftms¢es and Buss systems. me ANSVIt Dualny Crtrerfa, DS649 and SCSI Building Component 6904 Parke East BW. Saferylnrossainon avalalle ham Truss Plate lnatbNe, 218 N. Lee &raw, Bugs 312, Alemadria, VAM14. Tampa, FL 36610 I IF Job cuss T]mssTypa Ply Garofalo Residence T19211182 J39007 ZHJ10 Diagonal Hip Ginter 1ty 1 Jab Reference D tional russ, Ft. Flerce, hL J4e415 8.330 s Jan 8 2020 MTek Industries, Ind. Thu Jan 23 06:45:00 2020 Page 1 ID:bvcTRfFoP502HNZ7sHSCKLzxU l h-u2W4wTz_ZAzODbelpUl al kFdlZryRfpglBNxmzsYin 3.3-0 5.3-15 64-14 9-10-1 3.3-4 1 2�12 I 141.15 3-53 3.4 II 3x8 = 2-&9 3d-0 64-14 9-10-1 2-9-9 105.10 3-1-11 35-3 ��f l 3RFL1 Plate Offsets (X,Y)- 13:0-0-12,0-1-81,14:0-2-15,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.13 6.7 >604 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 SC 0.51 Vert(CT) -0.11 6-7 >660 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.26 Hoa(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Mabix-MS Weight: 44111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3-Except- BOTCHORD 2-7: 2x8 SP No.2 REACTIONS. (lb/size) 4=145/Mechanical, 6=43/Mechanical, 7=64210-11.5 Max Ho¢ 7=205(LC 20) Max Uplift 4=-111(LC 4), 6=89(LC 17), 7=934(LC 4) Max Grav 4=163(LC 17), 6=213(LC 24), 7=1019(LC 31) FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-724/1049, 2-3=-717/1023 BOTCHORD 1-7=-977/736, 6-7=163/278 WEBS 2-7=337/353, 3.6=262/170, 3-7=-1020/699 Structural wood sheathing directly applied or 6-0-0 Do puffins, except end verticals. Rigid ceiling directly applied or 5-7-12 Do bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=23ft; B=4511; L=2411; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances Or rough handling and erection conditions. It is the responsibility of the fabricatorto increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 4, 89111 uplift at joint 6 and 9341b uplift at joint 7. 8) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 308 lb dawn and 375111 up at 4-2-15, 117 lb down and 1501b up at 4-2-15, and 160 to down and 58 Ib up at 7-0-14, and 58 lb down and 122 lb up at 7.0-14 on top chord, and 73 lb down and 126 Ib up at 1-4-15, 73 to down and 126 to up at 1-4-15, 238 lb down and 303 lb up at 4-2-15, 23 Ib down and 73 as up at 4.2-15. and 31 Ib down and 55 Ill up at 7-0-14, and 13 lb down and 21 Ib up at 7-0-14 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASES) 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=1.33, Plate Increase=1.25 Uniform Loads (pit) a Vert: 1-4=90, 5-8=20 Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 23,2020 ®WARNING. Verity deslyn Oaramolers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI4 7473 rev. IW03Ra15 BEFORE USE. Desga valil for use onlywtlh MreWconnecton. This design Is based only upon parman ers shown, and Is for an indi idual buRding component rim a Wes system. Before use, the building designer must veiy the applicability of design parameters end propeM mmmorate Nis tlesign mo the oveall buildingdesign. Briciisinclosed istoprevenlWelding ofladion al MUSS webandiorUlord members 4nry.. Additional temporary and permmembracing Welk' is always required for stability and W prevent collapse with possible personal injury and property damage. For general gumance regardilg Ne fabrication. Mom donery, emotion and baling M trusses and buss systems,see ANSI?RII Dually Canada, DSB49and Best Building Component fi904 Parke East Blvd. Safelylnformaflon avaWblefran Truss Poste lmWute.218 N. Lee sheet. Suds 31Z Alexandria, VA=14. Tampa, FL 36610 1 0 � Job Truss Truss Type Dry Ply Garafalo Residence T79211182 J39007 ZHJ10 Diagonal Hip Girder 6 1 Job Reference (optional) russ, Ft. Pierce, FL 34946 8.330 s Jan 8 2020 Al Industries, Inc. Thu Jan 23 06:45.00 2020 Page 2 I0:bvcTR(FoP502HNZ7sHSCKLzxUlh�2vd4wTz ZAzODbelpUlalkFdlZryRfpglBNxmzsYin LOAD CASES) Standard Concentrated Loads (lb) Vert: 10=;147(F=-73, B=-73) 11=210(F=55, 8=155) 13=200(F=46, B=153) 14=21(F=8, B=29) ®WARNING - Vewlyd.sign Paranelem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE MlIJ419iov. 1010312015BEPORE USE. Design valid forum onNwdh MTekthmanessors. This design Is based only upon parameters shown, and is far an Individual When, companem, nit a tress system. Before use, the building designer must wanly the applicability ofa05lgn parameters and property inmryorate this design into the aystall saidingdesign. Bracing Included is to prevent WCNing of mhydual Vass web anchor NaN membersmty. PadOionaltemporaryeMpelmanantbracirg MiTek' Is always required for stability and to prewra collapse wM possible personal injuryand pother damage. For general guidance regarding the fabrication,storage,delivery, emotion and lending oftrusses and buss systems, see ANSI?PI1 Quality Chadds, DSBd9 and BCS1 Building Component 6SO4 Panne East BIW. SefetylnM)mathm avanable fore Tmss Pime InWOe.218 N. Lee Stoet, Sude 3lZ Nesandm, VA22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x, y offsets are indicated. Apply are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- ''+a from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 1 1 dimensions shown in sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREWLETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIlTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For vide truss sparing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of im as at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rP1 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, onentalion and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puffins provided at spacing indicated an design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Cnleda.