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Home My WebLink AboutTRUSS® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY M!Tek St. Luce County RE: J38351 - Walsh Residence MiTek USA, Inc. Site Information` 6904 Parke East Blvd. Customer Info: Dave Golden Homes Project Name: Walsh Residence Model: Custori1FL33610-4115 Lot/Block: Subdivision: Address: XXX Johnston Road City: Ft. Pierce State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heigh1l Wind Speed: 160 mph Roof Load: 50.0 psf Floor Load: N/A psf This package includes 75 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T18074324 A01 9/10/19 23 T18074346 2 T18074325 A01A 9/10/19 24 T18074347 3 T18074326 A02 9110/19 25 T18074348 4 T18074327 A03 9/10/19 26 T18074349 5 T18074328 A03A 9/10/19 27 T18074350 6 T18074329 A04 9/10/19 28 T18074351 7 T18074330 A05 9/10/19 29 T18074352 8 T18074331 A06 9/10/19 30 T18074353 9 T18074332 A07 9/10/19 31 T18074354 10 T18074333 A08 9/10/19 32 T18074355 11 T18074334 A09 9/10/19 33 T18074356 12 T18074335 A09G 9/10/19 34 T18074357 13 T18074336 A10 9/10/19 35 T18074358 14 T18074337 All 9/10/19 36 T18074359 15 T18074338 Al2 9/10/19 37 T18074360 16 T18074339 A13 9/10/19 38 T18074361 17 T18074340 A14 9/10/19 39 T18074362 18 T18074341 A15 9/10/19 40 T18074363 19 T18074342 A16 9/10/19 41 T18074364 20: T18074343 A17 9/10/19 42 T18074365 21 T18074344 AtBG 9/10/19 43 T18074366 22 T18074345 B01G 9/10/19 44 T18074367 Truss Name Date B02 9/10/1 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 MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/rPI 1, Chapter 2. \r•/ Wr0•••'ti 33. ATE OF rQJ � EN�•� CNANOv .®6 ZQ�9 Thomas AAl ant PE No.39380 �'/'►�� 6904 Iarks (East Blvd. Tampa R 3391U �g Data September 10,2019 Albani, Thomas I of 2 RE: J38351 - Walsh Residence Site Information: Customer Info: Dave Golden Homes Lot/Block: Address: XXX Johnston Road City: Ft. Pierce S 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 Seal# Truss Name Date Vvi 3 9101 V4 9/10/1 V5 s/10/1 I 8074393 ZEJ5A 8074394 ZEJ7 8074395 ZHJ4 8074396 ZHJ7 8074397 ZHJ10 8074398 ZHJ10A 0/19 0/19 Project Name: Walsh Residence Model: Custom Subdivision: State: Florida 2of2 Job toss ntss Type Oty Ply Walsh Residence T78074324 J38351 01 Piggyback Base 3 1 Job Reference (optional) ..sr a,oasr puss, rr. nerve, rL J4s4 TRUSS DESIGNED FOR MWFRS ONLY, PER E.O.R. REQUEST. TYPICAL IN THIS JOB. b 8x8 = 6.00[12 5 d.24U S Jul 14 zu18 MI I6x InCUsmeS, Inc. 4x4 = 6x6 a 7 I Uv:42:tb [U1B Scale =1:sea 19 1B zb 11 11 10 zo 16 ze 14 13 _ 44 = 1,4 II M = 3x8 = Si 3x8 = 5x8 = 2x4 II 4x6 7-1-1 z1.1 I 0.141-1.2t 2aMt1l.-13 41-m 38-1-14 I 420.44-0 51 1�101 Plate Offsets (X Y)- 19:0-3-0 Edge] ry4:0312 0-3-0] (18:0-2-8 Edoe] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) Won Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Ved(LL) -0.2915-17 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.6015-17 >928 180 BOLL 0.0 Rep Stress lna YES WE 0.84 Horz(CT) 0.17 13 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 3521b FT=0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2'Excepl' TOP CHORD 9.12: 2x4 SP 270OF 2.2E BOTCHORD 2x4 SP No.2'Except* 16-18,14-16: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 *Except' WEBS 10-14: 2x4 SP No.2, 10-13: 2x6 SP No.2 OTHERS 2x4 SP ND.3 REACTIONS. (Ib/size) 1=2305/Mechanlml, 13=2868/G-8-0, 11=33/G-3-0 Max Hoa 1=322(LC6) Max Uplift 1=-187(LC 8), 13=258(LC 8), 11=143(LC 6) Max Grav 1=2376(LC 13), 13=2884(LC 14), 11=85(LC 18) FORCES. (Ib)-Max. CompJMax.Ten.-Allforces 250(Ito) or less except when shown. TOP CHORD 1-2=4524/394, 2-0=3840/406, 4.5=3029/409, 5.6=2628/403, 6-7=2384/388, 7-8=27721399, 8-10=2969/330, 10A 1=0/516 SOT CHORD 1-19=224/4170, 18-19=224/4170, 17-18=1D4/3524, 15-17=0/2652, 14-15=53/2482, 13-14=355/47, 11-13=355/47 WEBS 2-19=0/267, 2-18=731f137, 4-18=0/544, 4.17=1129/193, 5-17=61/894, 6.15=588/65, 7-15=-71/832, 8-15=-333/143, 8-14=522/131, 10-14=103/2921, 10-13=2740/309 Structural wood sheathing directly applied or 3-2-12 ce purling, except 2-0-0 oc pudins (4-6-9 maxi 5-7. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4.17.6-17.6-15.8-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=6.Opsf; h=18ft; B=45ft; L=51ft; eave=6ft; Cat. II; Exp B; 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 is center. 5) This truss has been designed for a 10.0 par bottom chord live load noncencurrent with any other live loads. 6) ' 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 1=187, 13=258, 11=143. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39300 Iii USA, Inc. FL Cad 6634 9904 Parke East Blvd. Tamps FL 33010 Data: September 10,2019 ®WARNING Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE MIF7473 rev. IOM39015 BEFORE USE. '-■t Design valid far use only will MTeM connecwrs. Mils design Is based only upon parameters shown, and Is for an inch idual butiding=mponehd, not a Wsasynem.Beforeuse,g buildingdesignermustverify NeappU=biftyotdesignpammetemendpmpcMh=ryomte Misdosign Imo Neawmn ��YC builasildessr. Bracingidi=ted is to prewm boosting a hdMdual Wss web andlor Mom members only. AddNonmtempOmq SMN=Membrechg Met( is sways required for slablriy and to prewm catiapm with possible permnal Injury and propemy damage. For general guidanceregard'mg the fabticRtlon, store9a.delivery. ereNan and bmdrg ofWsses and Wss bst.... re. ANSVTpn Oualay Crlmda, DSB-99 and BCBl Building Component Seat Parke Fast BW. SAabinramagon avabbbhen T.u,RM.InWOe,218N.Lee6 M.Sug.31ZAle.d�,VA=14. Tampa, FL 35610 Job Truss Truss Type Dty Ply Walsh Residence T18074326 J38351 0lA Piggyback Base 1 1 Job Reference o Tonal call Uoasl Imsa, r1, nerve, 11.trUn. 11.240 a Jul 14 InG. TUB Sep to 09:22:55 ZU19 Scale =1:90 2 Bxa = 64 = 3x4 1 6.00 12 4x4 = 1iv; 24 23 14 a1 21 20i4 dd 3x8 = 16 15 Asa = 2.4 II Sae =4x6 - 6x10 = 3.4 II 3.4 II 44 = 4a9 axa = 6.10 = LOADING (list) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 20.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inv YES BCOL 10.0 Code FBC20171rP12014 CS'.DEFL. TC 0.74 Ve t(LL) BC 0.97 VergCT) WB 0.91 Hoa(CT) Matrix -MS in (toe) War L/d -0.20 21-23 >999 240 -OA6 21-23 -999 180 0.22 15 n/a n/a PLATES GRIP MT20 2441190 Weight: 3971b FT=0% LUMBER- BRACING. TOP CHORD 2x6 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins, except 11-14: 2x4 SP No.2 2-0-0 oG punins (4-6-12 magi 5-8. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid Gelling directly applied or 10-0-0Do bracing, Except: 7-20,10-16: 2x4 SP No.3 2-2-0 oc bracing: 23-24,21-23 WEBS 2x4 SP No.3 *Except* 4-11-9 oG bracing: 13-15. 12-17: 2x4 SP No.2, 12-15: 2x6 SP No.2 1 Row at midpt 7-19 WEDGE WEBS 1Row at midpt 4-21.6-21,6-19 Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=2267/Mechanical, 13=377/0-3-0, 15=3317/0-8-0 Max Hoe 1=322(LCG) Max Uplift 1=-185(LC 8), 13=-496(LC 13), 15=285(LC 8) Max Grav 1=2276(LC 13), 15=3317(LC 1) O FORCES. (lb) - Max. Comp./Max. Ten. -All forms 250 (Ib) or less except when shown. TOP CHORD 1-2=-4315/389, 2-4=-3626/401, 4-5=28411405, 56=2428/399, 6-7=24621385, 7-8=2467/384, 8-9=2970/465, 9-10=29651357, 10-12=2769/297, 12-13=42/1378 BOT CHORD 1.24=-220/3979, 23-24=-220/3979, 21-23=99/3332, 18-19=0/2417, 17-18=65/2389, 10.17=-732/109. 13.15=1135/100 WEBS 2-24=0/266, 2-23=733/137, 4-23=0/570, 4-21=11521192, 5-21=62t807, 6-21=-406/64, 19-21=0/2502,6-19=-271/84, 8-19=4/724,9-18=-050/151, 10.18=0/359, 15-17=1163/81, 12-17=169/3582, 12-15=-2906/280,8-18=130/495 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-11% Vuft=160mph (3-second gust) Vasd=124mph; TCDL-9.0psF BCDL=6.0psf; h=18ft; B=45ft; L=51ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch 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 par bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Referto girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of Wss to bearing plate Capable of withstanding 100 to uplift at joint(s) except (jt=lb) 1=185, 13=496, 15=285. Thomas A. Albani PE No.39380 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MITak USA, Inc. FL Can 6034 69U Parke East Blvd. Tampa FL 331110 Date: September10,2019 ®WARNING- Veiny design parameters and READNOTES ON rHISAND INCLUDED MITEK REFERENCE PAGEMI1-747e rev. fam112015 BEFORE USE. u■�' Desgn valid for use onlywah MneMeanneciers. TNs design Is based only Upon parameters shown, and is Wan indMEval buadirg component, not a decor system. Before use, the building designer mustvelilythe appli abirdyof design parameters and propeM Ncorpo2te this &Np ago the orsrall ��YC buadingdesgn. Bmeilglndrc edislopm ntNu gelmdMdualWssweba &waordmem we ,. M4WanallemponryandpograneNGacing MiTek' is allays required for stabilay and to prevent Collapse with possible personal lnlsay and property damage. Forgeneralguldennoregiu iMMe fabrication, Norage, delivdyMemun and boxing ofbusses all Was systems.see ANSUTP110ua0ly Crffeda, DS"9 and Ban Building Component 6904 Parke East BNd. Saraylnromrmlon avalabletram Truss Plate Instaule,219N. Lae Goals. Suite312.AJeOMdrlMVAMI4. Tampa. FL=10 Job Truss Truss Type Dry Ply Walsh Residence Tt8074326 J38351 02 Piggyback Base 3 1 Job Reference (optional) test uoasr I was, m vierw, eL we4e B.240 s Jul 14 2019 MTek Bx8 6.00 12 4x4 = 64 = 6 6 7 Inc. Tue Sep 1U 09:22:592019 25 24 23 32 22 33 34 21 35 20 19 15 14 _ du6 = qx6 = 2xd II 3x6 =5x8 US= 5xB = 5x5 = 3x4 I 3x4 — exe = 3x4 = 3x4 II 2x4 It 14.0.2 I 11J 16I I3I 0.20.3 -0 { 45-0-0 4643-0 51-0-0 n Stale=1.92.6 2A[4 Plate Oftsets(X,Y)- 110:0.3-0,Edgol 117:04-00-1-81118:0.2-120.2-121,120:0.2-80.1-121 121:0-3-80.3-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loci Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.56 VerbLL) -0.30 21-22 -999 240 MT20 244/190 TCOL 20.0 Lumber DOL 1.25 BC 0.95 Ved(CT) -0.6321-22 >885 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.88 Hors(CT) 0.18 14 n/a Na BCDL 10.0 Code FBC2017/3PI2014 Matrix -MS Weight: 376 lb FT=0% LUMBER- BRACING - TOP CHORD 2xe SP No.2 *Except* TOP CHORD 10-13: 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Exwpt' 9.19,15-17: 2x4 SP No.3, 21-23: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3'Except' WEBS 11-14: 2x6 SP No.2, 11-18: 2x4 SP No.2 REACTIONS. (lb/size) 1=2312/Mechaniwl, 12=111/0-3-0, 14=2783/0.8-0 Max Horz 1=322(LC 6) Max Uplift 1=190(1_C 8), 12=163(1_C 8), 14=229(LC 8) Max Gray 1=2381(LC 13), 12=141(LC 18), 14=2783(LC 1) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4535/399, 24=3850/412, 45=3041/415, 5-6=2639/408, 6.7=2396/394, 7-8=2746/410. 8-9=3189/451, 9-11=32011336, 11-12=0/446 BOT CHORD 1-25=229/4180, 24-25=229/4180. 22-24=108/3534, 21-22=0/2664, 20-21=33/2497, 9-18=-499/177, 17-18=375/40, 12-14=305/2 WEBS 2-25=0/26B, 2-24=731/136, 4-24=0/542, 4-22=-1128/193, 5-22=63/900, 6-21=584/63, 7-21=83/862, 8-21=324/138, 8-20=385/57, 18-20=18/2375, 8-18=107/468, 14-16=2611/227, 11-16=2633/246, 11-18=-143/3159 Structural wood sheathing directly applied or 2-11-4 oc pudins, except 2-0-0 oc purlins (4-67 max.): 5.7. Rigid ceiling directly applied or 2-2-0 oc bracing. i Row at midpt 4-22.6-22.6-21.8-21 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=9.OpsY BCDL=6.Opsf; h=18ft; B=45ft; L=5111; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional): Cantilever left and fight 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 chord live load nonconCament with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girded(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 100111 uplift at joint(s) except (p--lb) — 1=190, 12=163, 14=229. 9) Graphical pudin representation does not depict the size or the orientation of the Purim along the lop and/or bottom chard. Thomas A. Alban! PE No.38380 NiTek USA, Inc. FL Ce116634 69M Parke East Blvd. Tampa FL 33610 Data: September 10,2019 ®WARNING - Voiily tle.Ugnpa nets anJREAD NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 mv. 10/aMOIS BEFORE USE. Design Mkt for use onyw3h MTek®cennectms. This design is based ony upon parameters MINT. and is for an indMdual burning component, not Veappgrrosswb design pmamelms and inwryarne NV nengn'udoihe overall a Wsssynign. is Only. Daring BeangIndieedIsto arenanermung dir BaWglndlca Dude wenuryan and/w NoNmembenty ahIigs MiTek' regINdBlDe with arse Tsonal DroPe e. Forgtlhioniguldarsryardini a Is mui. and prevent with parse ked for stability Forgenaffied W aWad... ANSM11 , DS fadetyingrnatio,delivery,erenlonannbratlngofbuse18N. Wsssynemas31 ANSVAP Duality Cdroda, DSaae antl BC5l Building Component a.m.. reatio and bra ni, of Systems. NO 3a/eylnronnaflon avaDabk emn Trvsa pine lnnaNe, 218 N.Lea soon, Suae312. Alexandria, VA 2231d. Tampa, FL 36610 Taw-,,. 36610 Job cuss Truss Type 0ly Ply Walsh Residence T78074327 J38351 03 Piggyback Base 3 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34WB 8.240 s Jul 14 2019 MTek Industries, Inc Tue Sep 10 09:23:01 2019 5x5 = _ BOO 12 3x8 = 54 6 a 227 Scale =1:83.0 18 17 ao w 15 ee as 14 se m u u 11 yN = 2x4 II axe = 5FB - 3x8 = 3xB = 30- 3x8M1BSHS = 44 = 7-1-1 14-0.2 20.11J 3041-13 38-0-10 4741-0 z1.1 I 6.n-0 I a-11.1 I &1.m I Bala Plate Offsets (X Y)- 11:0-0-0 0-1-12] 15:0.2-8 0.2-41 17:0-2-8 0-2-01 LOADING (Pat) SPACING. 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.29 14-15 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.6214-15 >906 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress lncr YES WE 0.98 HOR(CT) 0.20 11 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight: 3021b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD 3.5: 2x4 SP No.1, 1-3: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=2343/0-8-0, 11=2343/Mechaniml Max Horz 1=277(LC6) Max Uplift 1=186(LC 8), 11=191(LC 8) Max Grev 1=2420(LC 13), 11=2417(LC 14) FORCES. (lb) -Max. Comp tMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4522/385, 2-4=3896/402, 4-5=3104/407, 5-6=2695/401, 6-7=2495/383, 7-8=2860/395, 8-9=3014/350, 10-11=255/73 BOT CHORD 1-18=329/4115, 17-18=329/4115„15-17=214/3543, 14-15=-90/2719, 12-14=-143/2606, 11-12=179/2368 WEBS 2-17=652/132, 4-17=0/529, 4-15=1111/191, 6-15=6V945, 6-14=566/70, 7-14=73/921, 8-14=380/138, 9-12=0/518, 9.11=31011240 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc pudins (3-5-11 max): 5-7. Rigid ceiling directly applied or 10-0-0Gobracing. 1 Row at midpt 4-15, 6-15, 6-14, 8-14. 8-12. 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst BCDL=6.Opsf, h=18ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpl=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 fora plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcunent 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, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 IS uplift at joint(s) except N=lb) 1=186. 11=191. 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the lop and/or bottom chord. Thomas A Alban! PE No.39380 MIT& USA, Inc. FL Cert6634 69M Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING- Vemy design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PACE 61114473 rev. lN=015 BEFORE USE. seasses Design sned Wass only WNI MTe{®CaMBCIOR. Ws design i3 based arty upon parameters Gunn. and is loran InGNdual bullsol; Component, no ��• a Wessystem Beforeuse,erabuildingdesignermustwdfymeeppUr Uyofdesignparametersandpmpedyavnrp erandesignhtoMeowmA boldingdaalgn. Scaring LWicated is to pmwntburkfmg of lndMduel WsswebaMlar NON member onN. AdddionaltempararyaMpmmanent Macldg MiTek' Is alsays required for stabilhy and to prevent Collapse wain passible personal injury and property damage. Forgeneralguidanceregardingth, fabrication.storage. delivery, eradian and bmdn9 oftrusses and trues systems, see ANS17711 opal!,Criteria, D5849 and SCSI Building Component 6904 Padre East BIM. Sarerylnr4rma11on agaMble hem Truss Hate Indante, 218 N. Lee Stred, Son 31Z Alexendda, VA22314. Tempe, FL MID Job Truss Truss Type Oty Ply Walsh Residence T76074328 J38351 03A Piggyback Base 1 1 Job Reference (optional) ... I .. ... L lub, n.r.=...e, 0.24USJun4m1smueK1npusmeS, roc. i sxs IIB 8.00 13x42 3x6 = m us:eo:U"U1s rage I scale=1:83.D 22 21 zu e1 19 18 ea " 3x8 = 14 13 58= a4 II Sects = 4x6 6xio = 3x4 II 3x4 II GAS = 6x8 = 7-1-1 I Al . 2 z0.11a I 29-0-0 30-0-13 361b 40.2-0 47-0-0 I la Plate Offsets (X,Y)— [I:0.0.0,0-1-121, [5:0-2-8,0-2-01, [8:0.2-8,0-2-01.115:0-5-8,0-0-81, [17:0.2-0,0-2-121. f19:0-0-8,0-2-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) WEB Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.22 19-21 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.5218-19 -999 180 BCLL 0.0 ' Rep Stress Ina YES We 0.97 Hom(CT) 0.25 13 Na Na BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight: 3421b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1'Except' TOP CHORD 5-B,8-10: 2x4 SP No.2, 1a: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 1-20: 2x4 SP No.1, 7-18,11-14: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except* - 13-15,12-15: 2x4.SO No.2 WEBS WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/s¢e) 1=2343/0-8-0, 13=2343/Mechanical Mail Hoa 1=277(LC 6) Max Uplift 1=186(LC 8), 13=191(LC 8) Max Grav 1=2349(LC 13), 13=2343(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4384/385, 2-4 -3746/401, 4-5=2984/407, 5E=2556/401, 6.7=-2673/400, 7-8=2677/400, 8-9=3354/491, 9-11=3353/381, 11-12=3516/340, 12-13=2277/234 BOT CHORD 1-22=330/3982, 21-22=-330/3982, 19-21=-213/3409, 16-17=79/2604, 15.16=-218/3049, 11-15=316/90 WEBS 2-21=653/132, 4-21=0/553, 4-19=1133/190, 5-19=64/884, 6-19=508/58, 17-19=105f2630,8-17=9/746,9-16=-442/153, 12-15=216/3009, 8-16=-146/769 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc pudins (3-4-12 max.): 5.8. Rigid Ceiling directly applied or 10-M 0o bracing, Except: 2-2-0 oc bracing: 19-21. 1 Row, at midpt 7-17 1 Row at midpt 4-19, 6-19, 6-17 NOTES. 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-secdnd gust) Vasd=124mph; TCDL=9,Opsf; BCDL=6.Opsf; thief Bit; B=45ft; L=471t eave=6ft; Cat. II; Exp B; Encl., GCpi=0.IB; 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 nonconcunenl 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 rectahgle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joint(s) except 0t=11b) 1=186,13=191. 9) Graphical pudin representation does not depict the sae or the orientation of the pudin along the top and/or bottom chord. Thomas A Alberni PE N09380 MITex USA, Ina FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Data: September 10,2019 ®WARNING -Verify design paminelers and READ NOTES ON TMS AND INCLUDED M19FEK REFERENCE PAGE MIP7473 ree 1WO312015 BEFORE USE. Design valid Or use only with MireM connsmors. This design is based only upon parameters shown, and Is for an maiddual building component, no �■' a truss system. Before use, the bonding designer most way Me applicability of dedgn paramaten and property incorporate Nis desgn into the overall bwldingdesign. Bracing indfrated is to prewnt hualiIg of mdlvidualbuss web andfor chord members ony.Add'hbnaltemporaryandpermaneNNaGng MiTek' Is always required Or stability and to prevent colap gi with possible personal intvy end property damage. For gender guidance regaNing the Retention, Storage, delivery, erection end bredng of busses and buss systems,see ANSIRMI Duality Crifeda, DSB49 and SCSI Building Comyonea 6904 PaNe East BIM. SayeylMprmatldn available kom Truss Mate Insidule, 218 N. Lee Street, aude 31Z Alexandra, VAM14. Tampa, FL 36310 Job Truss Truss Type Oly Ply Walsh Residence T1B074329 J38351 04 Hip 1 1 Job Reference (optional) Last Doast Truss, Ft. MINUS. FL 3494D 8.240 s Jul 14 2019 MITek Industnes, Inc. Tue Sep 1U 09:23:03 2019 Sx5 = 800 12 3,13 = Sx5 = 5 6 227 Scale=183.0 l� 18 17 io Aa 15 Ar co 14 fA co Al ,A 11 SIB = 2.4 II M = S'B 3,131 = 3x8 = 34 — 3x8 M18SRS = 4x5 7-17.8 14-0-11 I 21-0-0 30-0-0 38-0-0 I 47-0-0 Plate Offsets (X Y)— (1:0-0-0 0-1-121 (5:0-2-8 0-2-41 (7:0-2-8 0-2-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (loc) Year L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.28 14-15 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.6014-15 >932 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Inv YES WB 0.99 Horz(CT) 0.20 11 ma n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 3021le FT-0% LUMBER - TOP CHORD 2x4 SP No.2'ExcepC 3-5: 2x4 SP No.1, 1-3: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=2343/0-8-0, 11=2343/Mechaniml Max Horz 1=278(LC 6) Max Uplift 1=186(LC 8), 11-191(LC 8) Max Grev 1=2419(LC 13), 11=2416(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 1 Row at midpl 4-15, 6-15, 6-14, 8-14, 8-12, 9-11 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ile) or less except when shown. TOP CHORD 1-2=-4520/385, 2-4=-3891/402, 4-5=3095/407, 5b=2687/401, 6-7=-2491/384, 7-8=-2855/396,8-9=3015/351, 10-11=256/73 BOT CHORD 1-18=329/4115, 17-18=329/4115, 15-17=-213/3539, 14-15=89/2711, 12-14=-143/2605, 11-12=179/2371 WEBS 2-17=-6M133,4-17=0/533,4-15=11171191,5-15=-611942, 6-14=-562/69, 7-14=73/920, 8-14=387/139, 9-12=0/515, 9-11=3102/240 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=SOpsf; h=18ft; B=45ft; L=471t; eave=6ft; Cal. II; Exp B; 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 pat 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 rrt between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except (#=lb) 1=186,11=191. Thomas A. Animal PE No.39380 INTO USA, Ina. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING- Verify tlevgn Parameters entl READ NOTES ON THIS AND INCLUDED MITEa REFERENCE PAGE Mll-7473—, 1&0312015 BEFORE USE. Design valid far use orl arrests eonnedan. This design Is based I n, upon pammden sl,om, and Is bran indMdual Noting mrtgwnen4 no a Gust system. Before use, the strong desgner mud verify the appgcalliay of tlevgn Parameters and property Incorporate ma dedgn into We owron bueflul vgn. AOlonaltempOma oMpmmaneson,rig Welk' Is aNlays required for Stability and to prevent collapse with pestles pemnal rjM and property damage. Forgenerzl guldance regarding the Iabdptidn, donge,al.W.N, eredion and loading oftmssm end truss sysem;see ANSVTPII Duality Odeerb, DSBd9 and Best Building Component 6904 Parke East BMW. l Sabrytnbrmadon aviMblehom TrussRMelnMkWa.210N.Lea Sired.aM312,Meaend&.VA=314. Tampa, FL MID Job Truss Truss Type Oty Ply Walsh Residence T18074330 J38351 A05 Hip 1 1 Job Reference (optional) test Goast i russ, rL rle¢e, rL Y1990 C.z9usdull4Lultlm1lercmauAnes,mc, iue ID:INmuMgoEcpdh37zliasEOyjN73-RjGdlNwpVGcO7VcHuZFL 6-115 -0-0 24-0-15 I 3B8d+1H0 415r10101077-44261115 5 N146 2- 54 5x6 = Us = 8.00 12 5 6 7 M 21 20 19 16 15 29 14 .,. 13 4zfi 2,4 II SMi WB = 3.4 II 3x4 It 4x10 = sea = 2x4 II 44 SAS = Scale = 1:90.7 LOADING (par) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 20.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.73 BC 0.99 We 0.99 Matriz-MS DEFL. In (hoc) Wall L/d Vert(LL) -0.21 17-18 >999 240 Ven(CT) -0.64 19-20 >999 180 Horz(CT) 0.30 13 n/a Na PLATES GRIP MT20 2441190 Weight: 3751b FT=O% LUMBER- BRACING - TOP CHORD 2z6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 9-12: 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 Do bracing. BOT CHORD 2x4 SP No.2'ExcepP WEBS 1 Row at midpt 6-18, 7-15, 8-15 5-19,6-16: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' 18-20,10-14: 2x4 SP No.2, 10-13: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=2285/03-0, 13=3100/0-8-0, 11=179/030 Maz Horz 1=-323(LC 6) Max Uplift 1=187(LC 8), 13=260(LC 8), 11=-293(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-0354/395, 2-4=3657/404, 4-5=3962/408, 5-6=3412/399, 6-7=3491/396, 73=2673/390, 8-10=2642/315, 10-11=01969 BOT CHORD 1-22=225/3874, 2D-22=225IW74, 5-18=65/1272, 17-18=0/3504, 6-17=262/109, 14-15=-65/2279, 13-14=765/55, 11-13=765/55 WEBS 2-22=0/258, 2-20=749/140, 4-20=889171, 18-20=115/3474; 4-18=0/423, 6-18=397/52, 15-17=0/2606, 7-17=9/2212, 7-15=1202/O, 8-14=729/145, 10-14=120/3143, 10-13=2917/281 NOTES- 1) Unbalanced mot live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf, BCDL=6.Opsf; h=18ft; B=45ft; L=5111; eave=6ft; Cat II; Exp B; Encl., GCpi=D.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 podding. 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 nonconwrtent with any other live loads. 6) -This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Us uplift atjoim(s) except Gt=lb) 1=187,13=260.11=293. Thomas A. Alban! PE No.39390 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING- Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 re✓. hVdV2015 BEFORE USE. Design vaAl for use ord with Meek® onvocc s. This design is based any upon parameters shown, and is for an Individual Welling component. not a Wss system. Berge use, Me building designer must w nyme appeoseafty efdesign parameters and property m sureo to this tleop We the owned boiling deggn. Broome indicated is to beetling M mdivldval buss web andlor Nand mention only. Adi ional temporary and permanent bnncmg MiTek' preaeM is always retu'Ired for Stability and to prevent coAapse with passible personal lnjuryand property damage. ForgenerdguNaMeregardiry Ma fibnraaan, gunnel, delivery, erec6an and bnndng arvusses and buss syrems. see ANSUIPN Duality Canada, DS"9 and BCS1 Building Conventual 6904 Parke East BNd. Sarsrylntandi flon available ham Truss Plate Insti 218 N. Lee &red, suds 312 Alexandra, VAM14. Tampa. M 36610 Job russ Truss Type Oty Ply Walsh Residence T78074337 J38351 O6 Hip 1 7 Job Reference o lional Dust,'.. I rllss, TL rlelCe, rL J v40 5.24U S JUI 14 ZU19 MI IeR InOUSmes, Inn. 1 ue Sep lU Uv2a:uo LU1 V 6x8 = 6.00 12 2x4 II 6x8 = 5 B 22 7 16 23 2417 16 25 15 26 14 13 21 12 11 3zfi Sx6 = 5x5 we = 3x6 = See = 3x6 = 4x10 = 3xBM16SHS 11 4x6 = g-7-0 19-0-0 256-0 32-0-0 39-0-0 47-0-0 1 g-7s o-sn aan { B-ILn i T.aa 1 7_7_12 Plate Offsets (X Y)— [1:0-0-0 0-1-12] [S:0-6-0 0-2-8] [7:0-6-0 0-2-8] [12:0-3-8 0-2-01 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(L-) -0.38 16-18 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -OM 16-18 >703 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.17 11 Na Na BCDL 10.0 Code FBC2017[rP12014 Matrix -MS Weight: 2911b FT=0 LUMBER - TOP CHORD 2x4 SP N0.2'Except' 7-0,1-3: 2x4 SP No.1, 8-10: 2x4 SP 270OF 2.2E BOT CHORD 20 SP Nc.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=234310-8-0, 11=2343/Mechanical Max Horz 1=249(LC 6) Max Uplift 1=-186(LC 8). 11=191(LC 8) Max Grav 1=2448(LC 13), 11=2426(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 DO bracing. WEBS 1 Row at midpt 4-16, 6-15, 9-13 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4615/406, 2-0=4300/409, 4-5=3347/406, 5-6=2937/409, 6-7=-2937/409, 7-9=2997/378, 9-10=3055/296, 10-11=2358/228 SOT CHORD 1-18=356/4184, 16-18=244/3644, 15-16=113/2997, 13-15=91/2579, 12-13=174/2625 WEBS 2-18=413/164, 4-18=0/590, 4-16=948/189, 5-16=-36/1000, 5-15=69/351, 6-15=-587/140, 7-15=631785,7-13=0/357,9-12=-595/150, 10-12=169/2647 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secend gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; hat8ft; B=45ft; L=47ft; eave=6ft; Cat. II; Expo B; 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 list 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 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, with BCDL=10.Opsf. 8) Refer to girder(S) for truss to truss connections. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It -lb) 1=186,11=191. Thomas A. Albert PE No.39380 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 10,2019 ®WARNING-VerirydsV1npaamelen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE MR-7473 rev. 10/OL2015 BEFORE USE. Design valid for use onlyw6h MlTebde connectors. This design is based any upon parameters shown, and Is foran Individual building Companem, not �■ a truss system. Before use, the building designer must very the app9CabiByof design parameters and prapedy Ncoryomte Nis design MIMI, averaa buildNgdesign. BredngindmaMdistoprevenlbuCkMgofIndMdualWaswebendlmchartmembersony. Additional temporary and permanundlasong MiTek' is always requbed for stabiliyand to prevent Collapse wait possible personal injury and property damage. Forgenew1gukanceregardingthe MbdCation,5orage,derwery,emWon=dbmdngaIMSMSalp SSsydems,see ANSgr%1DuaMy Cr d.,DSBd9andBCSIBuiMing ComponeM 6904 Parka East BIW. SareylMarmaBon available fmm Truss %ate Insldme, 218 N. Lee Street, Guile 312, Alexandria, VA22314. Tampa, FL 36610 Job mss Truss Type Oty Ply Walsh Residence T18074332 J38351 7 Hip 1 1 Job Re(erenca notional) Caswoest Imss, w. rlerce, rIL:we4b I tOx10 = 3x4 II sx6 = 6 7 8 am 8.240 s Jul 14 2019 6x8 = 9 Inc, Tue Sao 10 09:23:07 ZU19 25 32 24 33 23 22 19 18 34 17 18 15 See — 3x6 = 54 Vv8 = 3x4 11 3x4 II 4x12 = See = 2x4 II 4x6 ass = Sea &7-0 19-0.0 21-P151 .6-15 32-00 39-10-0 468-0 51-0-0 1 ti s 24 Scale=1:92.6 C 13j Pilate Offsets (X,Y)— (2:0-",0-1-8), (3:0-3-0,Edge), (6:068,0-3-41 [9:0-5-12,0-3-0I (11:0-3-O,Edpel (16:0-3.80-1-81 [20:0-5-12,0-SOl 121:0-3-4,0-2-121, (23:0-1-8,0.2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) gdeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.36 23-25 -999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.83 23-25 >675 180 BCLL 0.0 Rep Stress Ina YES WB 0.97 Hoa(CT) 0.43 15 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 375111 FT=0% LUMBER - TOP CHORD 2x6 SP No.2'ExcepC 1-3: 2x4 SP No.1, 11-14: 2x4 SP No.2 BOTCHORD 2x4 SP No.1 'Except* 7-22,8-19: 2x4 SP No.3, 20-21,13-17: 2x4 SP No.2 WEBS 2x4 SP No.3'Except' 6-23,21-23,9-18:2x4 SP No.1, 6-21,12-16:2x4 SP No.2 12-15: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=236210-8-0, 15=3473/0.8-0, 13=52110-3-0 Max Horz 2=298(LC 7) Max Uplift 2=241(LC 8), 15=268(LC 8), 13=652(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1Row at midpt 5-23,9-18 2 Rows at 1/3 Pis 6-23 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4-4211/401. 4-5=3875/402, 5.6=3023/404, 6-7=3726/403, 7-8=-3746/403, 8-9=3930/420, 9-10=2613/372, 10.12=2223/294, 12-13=1111698 BOT CHORD 2-25=232/3856, 23-25=129/3347, 20-21=22J3944, 8-20=3631106, 16-18=-61/1897, 15-16=1412/74, 13-15=1412g4 WEBS 4.25=387/157, 5-25=01554, 523=987/189, 6-23=3300/0, 21-23=0/4984, 6-21=32/4285, 8-2 1 =-529/37, 18-20=012368, 9-20=61/2384, 9-1 8=1 025/29, 10-18=0/534, 10-16=-1025/144, 12-16=-143/3484, 12-15=3268/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.OpsY h=1Bit B=45ft; L=51ft; eave=6R; Cat. II; Exp B; End., 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 pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This tmss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except at --lb) 2=241, 15=268. 13=652. Thomas A Albani PE No.39380 MiTek USA; Inc FL Can 6634 6304 Parke East Blvd. Tampa FL 33610 Data: September 10,2019 ®WARNING- Verily design paramelen and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGEM117413 mv. 101MOI5 BEFORE USE. �■� Desgn valid fofuse onVwab %TeM cmnectan. This design is based ant, upon parameters Mown, and is for an IadivNAYM building component, not a "as system, Bolder use, the building desgnermust wielder eppUsatny of des, parameters end property Incorporate this design one ibe osarali x0dingdesgn. BmdngbMicstedlstopmmtWck gothdIVdal VusswebendloraoNmembenony. AddbbnellemporayandpennanelM1brocing M7ek' Is always regulerd for Mabis,, and to prevent collapse whin possible personal injuryend property damage. ForgenerAguidancoregamingthe fabrication, storage. dehvery, erection and bmdng almases and Was systems.sea ANSI/TPII Quality Cnehi, DSB4ss and BCS1 Building Component 6904 Pans East BIM. Safetylefolmaaon availablefrom Tmas Pieta Ind4.t..218N.LeeS M,Suha31ZAlex dM.VAM14. Tampa,FL MID Job Truss cuss Type Oty Ply Walsh Residence T78074333 J38351 J. Hip 1 1 Job Reference o tional i ID:INmub4goEcpdh37zljasEOyjN73-KU WBbt 17-0O 22-8-0 28 3460 I 40 57-5 5-8-0 5-&0 5-e-0 6 6.00 12 5x5 = Sx5 = 3x8 = 3x8 = 5 22 6 7 23 8 na. raw uey se w.w.uamn rage) 11 Scale=1:84.3 16 24 25 17 16 26 27 15 28 14 29 13 12 11 5x8 Sang US w8 = 3x6 = 5x6 WS = 3x8 = 4x10 = 3x6 M18SHS II = 3x8 = 254i-0 34-00 40-4-4 4]-0-0 A.SO R-511 I$ Plate Offsets (X,Y)— tt:D-D.o D-1-12) I5:6-2-e D-2rt 18:0-2-e D-2-4) 112:6-3-8 6-2-0) LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) gdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.29 1&18 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.66 16-18 >653 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.19 11 BIB n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 290 lb FT=0 LUMBER - TOP CHORD 20 SP No.2 *Except* 1-3:.2x4 SP No.t BOT CHORD 2x4 SP No.t WEBS 20 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=2343/0-8-0.11=2343/Mechanical Max Horz 1=220(LC 6) Max Uplift 1= 186(LC 8), 11=191(LC 8) Max Grav 1=2430(LC 13). 11=2367(LC 14) BRACING. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 1-18. WEBS 1 Row at midpt 4-16, 6-16, 6-15, 7-13 FORCES. (lb) - Max. Comp./Max. Ten. -AU forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4587/403, 2-4=4315/407, 4.5=3521/404, 5-6=-3092/392, 6-7=-3232/399, 7-8=2614/358, 8-9=3004/364, 9-10=2841/281, 10-11=2298/224 BOT CHORD 1-18=361/4141, 16-18=264/3707, 15-16=177/3337, 13-15=-165/3146, 12-13=-171/2445 WEBS 2-18w-W/143,4-18=0/467,4-16=-818/170,5-16=70/1149,6.16=-562/56,7-15=0/487, 7-13=1043/98, 8-13=-46/915, 9-13=41/312, 9-12=728/139, 10-12=169/2506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opst, h=18fl; B=45ft; L=47ft; eave=6ft; Cm. II; ESP B; 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 8s center. 6) This truss has been designed for a I O.O pelf 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, with, BCDL = I O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except tjt=lb) 1=186, 11=191. Thomas, A. Allured PE No.39380 MITek USA; Ina FL C,It 6634 6904 Parts East Blvd. Tampa FL 33610 Bate: September 10,2019 ®WARNING -Vef fy design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE Mh7473 rev, ipNbt015 BEFORE USE. R Design valid for use onlywah MTekdbconnectors. This design Is based only uponpaamners shown, and Is Man indivMual buadilg compeem, rim �e• a truss system. Were use, the building designer must vent' We aplAosli y ofdesign parameters and papery lneoryorre OM design mtothe overall buldingdesign. BmWgiMiWedisWpmnMWcxangdMiMuallassWMarM aoMmembemone. Additional tempaary aM pennaneM Gaging rs��-��.YYY■ MtTek' is always ux tied for stabitily, andto prevent collapse with passible peraenal Mjuryand property damage. Fbr9eneralguidarlcelegaMing Me Iabdtation, Storage, delivery, erection and bmang mbusees and truss symems,see ASBYTRI Qualify Cromer, DS"9 and SCSI Sugdrng Component 6904 PerVe Fast Blvd. Safefylnraraaffdn ara9able M1mn Truss Plate Inm6me, 216 N. Lee Slrem, Sutle 312, Alexandria, VA 22314. Tampa. FL 35610 Job as Truss Type pry ply Walsh Residence Tf 0074334 J38351 09 Hip 1 1 Job Reference (optional) 6.24U 5 JU114 2U19 MI I ex InaUStneS, Ina. I Ue Sep 1U Ua:2U:IU 2019 Scale =1:84.2 5x5 = 6.00 12 3x6 = see = $x5 9 1030 11 26 25 22 21 20 16m a4 1e m 1116 15 14 4x6 = 3x4 II 3x4 It SA = 3x8 = 5aS Via - 34 - 3x8 = 4x10 = 3.4 7x10M18SHS = 4x6 = 3x8 = 6x10M18SHS = 2-2-0 -10-0 24]-0 5-0-0 58-0 86-0 BE-0 e-051 &7-12 Plate Offsets (X,Y)- [2:0-0-0 0-1-0I [7:0-5.7 0-2-01 f8:0-2-8 0,2-0) f11:0.2-8 0.2-4] ry5:038 0-2-01[23:0-440-3-0) [24:0-7-8 0-3-8] 126:0-3-8 0-1-8] LOADING (psf) SPACING- 2-M CSI. DEFL. in (lac) VdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.33 18-20 s999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.96 Ven(CT) -0.7918-20 -711 180 MI8SHS 244tl90 BCLL 0.0 ' Rep Stress Ina YES WB 0.94 Horz(CT) 0.32 14 n/a me BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 321 lb FT-0% LUMBER. TOP CHORD 2x4 SP N0.2'Except' 1-6: 2x4 SP No.t BOT CHORD 2x4 SP No.2'Except' 2-25,23-24: 2x4 SP 270OF 2.2E, 17-19: 2x4 SP No.1 WEBS 2x4 SP No.3'Except- 21-23,24-26.3-24: 2x4 SP No.2, 13-14: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=2447/0-8-0.14=233710-8-0 Max Horz 2=228(LC 7) Max Uplift 2=240(LC 8), 14=189(LC 8) Max Grav 2=2467(LC 13), 14=2341(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Raw at midpt 7-20. 9-20. 9-18, 10-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=3914/288, 3-4 -8283/689, 4-5=6157/533, 5-7�6090/623, 7-8=-3414/403, 8-9=2996/390, 9-10=3168/395, 10.11=2563/355, 11-12=2946/361, 12-13=2785/277, 1314=2272/224 BOT CHORD 2-26=-301/3545, 25.26=47/544, 24-25=-14258, 4-24=146/1989, 23-24=651/7781, 5-23=-339/123, 21-22=28/515, 20.21=249/3592, 18-20=175/3262, 16-18=163/3086, 15-16=-169/2399 WEBS 4-23=-2363/207, 21-23=-225/3131, 7-23=-280/2604,7-21=.499/107, 7-20-802/151, 8-20=71/1107, 9.20=576/54, 10-18=0/472, 10-16=1026/96, 11-16=43/888, 12-16=-28/317, 12-15=728/138, 13-15=-166/2461,3-26=2484/245,24-26=303/3573, 3-24=334/4012 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf. BCDL=6.Opsf, h=18ft; B=45ft; L=47ft; eave=6ft; Cat. II; ESP B; 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 8s center. 6) This truss has been designed for a 10.0 par bottom chard 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 5t between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl=lb) 2=240,14=189. Thames A. Alban) PE No.39380 MiTeh USA, Ina FL Cart 8634 6904 Parke East Blvd. Tempe FL Still Date: September 10,2019 ®WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDEDMITENREFERENCE PAGE M11.7473rev. I"Mu159EFORE USE. Make valid W YN ColywRll MTeh®CMnCt09. TUS design Is based" uparparame ins Shown. and IS Wan IMI tival building Mnlp]ne r. net �■ e` a buss sypem. Berme use, the bidding designer must Willy Ne appOcabil yof design parameters and propeM reentering Ina design elect. Overall buiNingdesign. gracing lMicited is to prowit buckling of lndirtdual Wss web Singer Mow members any.Additionaltempomnyandpennanedbeaung MiTek' Is always required for Mabily and to prewN CO9Opse wM possible personal mWend property damage. For gana a guldan<a regardim Dle raterison, Storage. delivery,erection and bRUng efmisses and cuts "ides,gee ANSVTPIf Duality Cradda, DS"llossd BCSIBullding Componerrt 69D4 Parke Fast Blvd. Selafy okand mi4n avegable from Tmas Plata InsWule, 218 N. Lea SlrGel. Sune312. Alexantlda, VA21314. Tampa, F 36610 Job Truss Truss Type Qty Ply Vyatsh Residence T18074335 J38351 A09G Hag Hip Girder 1 Job Reference (optional) Truss, Ft. Pierce, FL 34946 8.240 s Jul 142019 M7ek Industries, Inc. Tue Sep 10 09:23:16 2019 Page ID: INmub4goEcpdh37zljasE0yjN73-0gRn3B3iwe?ggBxO1 NywlH980mvzgV5o5L?moNvf4Ef NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinds) except T=lb) 15=1856, 2=1725. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 Ib down and 142 Ib up at 7-0.0, 179 Ib down and 1351b up at 9-0-12, 1791b down and 135 Ito up at 11-0-12, 179 lb down and 135 It, up at 13-0-12, 1791b down and 135 It, up at 15-0-12, 1791b dawn and 1351b up at 17-0-12, 179 lb down and 1351b up at 19-0-12, 179 lb dam and 135 lb up at 21-0-12, 17916 dam and 135 lb up at 23412. 179 lb down and 135 Ili up at 25-0-12, 179 lb down and 135 Ill up at 27-0-12, 179 lb dawn and 135 Ill up at 29-0-12. 179 lb down and 1351b up at 31-0-12, 179 lb down and 135 lb up at 33-0-12, 179 Ito down and 135 Ito up at 35-0-12, 1791b dam and 135 Ib up at 37-0-12, 179 lb doom and 135 lb up at 39-0-12, 179 lb down and 1351b up at 41-0-12, and 17911a down and 135 lb up at 43-0-12, and 179 lb dam and 135 lb up at 45-0-12 on top chord, and 408 lb dam and 3161b up at 7-0-0. 98 It, down and 80 to up at 9-0-12, 98 Ib dawn and 8016 up at 11-0-12, 98 It, dawn and 801b up at 13-0-12. 98 lb down and 801b up at 16-0-12, 98 lb doom and 80 lb up at 17-0-12, 98 Ill dam and 801b up at 19-0-12, 98 lb down and 80 lb up at 21-0-12, 98 lb down and 80 to up at 23-0-12, 9810 doom and 80 lb up at 25-0-12, 98 Ill down and 80 Ill up at 27-0-12, 98 Ill down and 8016 up at 29-0-12, 98 lb dawn and 80 to up at 31-0-12. 98 lb dam and 80 lb up at 33.0-12. 98 lb down and 80 la up at 35-0-12. 98 to dawn and 80 lb up at 37-072, 9816 down and 80 to up at 39-0-12, 98 lb dawn and 80 No up at 41-0-12, and 98 lb doom and SO It, up at 43-0-12, and 98 lb down and 80 to up at 45-0-12 on bottom chard. The design/selection of such Connection device(s) is the responsibility of others. LOADCASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 14=-80, 4-14=-80, 15-27-20 Concentrated Loads (Ib) Vert 4-163(F) 7=163(F) 25= 408(F) 6=163(F) 22=-74(F) 20-74(F) 9-163(F) 17-74(F) 12=163(1`) 11-163(F) 19-74(F) 30-163(F) 31-163(F) 33-163(F) 34=163(F) 36-163(F) 37-163(F) 38-163(F) 39-163(F) 40=163(F) 42=163(F) 43=-163(F) 44=163(17) 45=163(F) 46=163(F) 47=74(F) 48=74(1`) 49=74(F) 50=-74(F) 51-74(F) 52-74(F) 53-74(F) 54-74(F) 55=-74(F) 56=74(F) 57=74(F) 58=74(F) 59=74(F) 60=74(F) 61=-74(F) ®WARNING Verify design Parameters and READ NOTES ON THISANGINCLUDEDMITEx REFERENCE PAGE114I14473rev. 1O1is]/2015 BEFORE USE. seree Design until Musa onywidt bhTeditcomenst. True design is based any upon paametea shwm, and is for an IMINdual Mang commando. ram a truss system Bella use. the building desyner must verifying appribirrty raof design parameters and property soundings, fins design brio me ovean building design. Bmi Lgicated is to prmnst buckling ofsdMdualtmsswebmnd oedme"emany. Madinat temporary and pemmnea beating M(Tek• Is always required for Stability and to prevent collapse with possible personal Inlury, and property damage. Far general guidance regarding the fcrifaon.Usage. d04VMy, aRtllan and loafing M missing and mus. systems, fen ANSVTPIf Duality CMeds, DSBAS and Best Building Component 6g0/ Parke Eat BIM. Safefylnfimushid avarbblefrom Tags, Plarolns0Me.218NLae Sheel.Suda312.Nexandde VA]2314. Tampa, FL 36610 Job TType pry Ply Residence T78074336o Hu ip 1J38351 1Walsh Job Reference (optional) I P.Avvsuw ivaromunrc inausnias, me iue pep lv 6.00 12 Sea 2.4 II 3x8 =3x8 = - -Sx5 = 11 Sole -1:82A 19 1s if 25 16 26 15 14 2T 13 12 11 5x8 = 2x4 II 4x8 = 3x8 = 2x4 II Son 3x8 = Axis = 3x8M18SHS II 34 = z7-7m-0 1 22-0-9 I 28-11-7 I 38-0-0 I 41-0-0 I 47-0-0 zsn Plate OBsets(X,Y)— [1:0-0-0,0-1-121 f4:0-6-0,0-2-8) [8:0-2-80-2-4( 112:0-3-80-2-0) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.22 16-18 -999 240 MT20 244MSO TCDL 20.0 Lumber DOL 1.25 Be 0.90 Vert(CT) -0.5316.18 >999 180 MIBSHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WB 0.93 Homer) 0.20 11 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2811b FT=0 LUMBER - TOP CHORD 2x4 SP 270OF 2.2E'Excepl' 4.6,6-8: 2x4 SP No.1, B-10: 2x4 SP No.2 BOTCHORD 2x4SPNo.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 1=2343/0-", 11=2343/Mechanical Max Horz 1=191(LC 6) Max Uplift 1=186(LC 8), 11=191(LC 8) Max Grav 1=2385(LC 13). 11=2360(LC 14) BRACING. TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 7-13 FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-0448/390, 2A=3707/395, 4-5=3659/430, 5-7=-3659/430, 7-8=2624/341, 8-9=2993/350,9.10=2674/261, 10-11=-2300/218 BOT CHORD 1-19=330/3985, 18-19=-330/3985, 16-18=184/3289; 15.16=-207/3521, 13-15=207/3521, 12-13=166/2309 WEBS 2-19=0/267, 2-18=802/165, 4-18=0/623, 4-16=57/817, 5-16=583/142, 7-16=24/337, 7-15=01366, 7-13=1407/109, 8-13=38/894, 9-13=19/475, 9-12=844/136, 10-12=170/2435 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops/; BCDL=6.Opsf; h=18ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp B; 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 ere 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 noncencunent 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, with BCDL = I O.Opsf. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (t=lb) 1=186, 11=191. Thomas A. Albani PE Na,39360 l iTak USA, Inc. FL Cert 6034 G904 Parke East Blvd. Tempo FL 33610 Date: September 10,2019 ®WARNING- Verify da.ign Panmelers antl READNOTES ON THIS AND INCLUDED MITEx REFERENCEPAGE M147473 re¢ 10MV2015 BEFORE USE. Oeslgn valld br use pNywM MrrekW wnmd0n. T M design is based ony upon panmden shown, and is for on in6vkual W90ing mmyonem, not ��• a met "am Bo oa use, the bwffding deSgnm must wmyMo appllcsoft oldesign pammelen end,ope ly Noo panda Nis design Coto the overall building design. Baling indicated lsto prevent buckling or Mombiai msa web and(crOo lmmmbers any. AddNonal tempomq and pemmeatamong MiTek' b always re4u"ved for stability and to prewnt w9apse wM possible personal injury and property damage. Far gene el guidance rega sing the febdoetlon, storage. delivery, erection and bracing armless and truss systems, see ANSI?PII Duality Cdbda, DSH49 antl SCM Building Component 6904Padre EaslByO. Samtylnfenandom awaablerumTrussPlate InMW9,218N.Leg6 O.Sufte312A1ex dO.VA2=14. Tempt. FL 36610 Job Truss Truss Type Qty Ply Walsh Residence T78074337 J38351 11 Hip 1 1 Job Reference (optional) Last Coast hies, I-L ele1Ce, FL la49Md �1 8.240 s Jul 14 2019 MTek Industries. Inc. Toe Scale=1:84.3 3x6 8.00 12 5x8 = 2x4 II 3x6 = Sx8 5 24 6 7 8 25 9 20 19 le 4b 17 11 16 'o Ae 14 13 12 5x6 = 2x4 11 4x6 = 3xB = axe =4x6 34 = 4x8 = 3x8 MmSHS, II 3x5 = ]-]-0 I 15-0-0 22-0-9 2&11-7 I 364)-0k 41-0-0 I 47-0-0 iT_1b Plate Offsets(XY)— 12:0-0-00-1$ f5:0-6-00-2-8) f9:0-6-00-2-8) f13:0-3-80-2-01 LOADING (psf) SPACING- 2-041 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.23 17-19 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.5416-17 >999 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Ina YES WB 0.98 Hoa(CT) 0.20 12 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 2831b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP 270OF 2.2E'Excepr TOP CHORD 5-7,7-9: 2x4 SP No.t, 9-11: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.1'Excepr 15-18: 2x4 SP No.2 WEBS WEBS 2x4 SP ND.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/sme) 2=2451/0-8-0, 12=2341/Mechanical Max Horz 2=200(LC 7) Max Uplift 2=241(1-13 8). 12=190(LC 8) Max Grav 2=2481(LC 13), 12=2366(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-0414/379, 3-5=3684/391, 5-6=3632/427, 6-8=-3632t427, 8-9=3433/412, 9-10=-3006/348, 10-11=2682/260, 11-12=2306/217 BOT CHORD 2-20=319/3953, 10.20=319/3953, 17-19=-18113269, 16-17=-205/3487, 14-16=-13112576, 13-14=165/2316 WEBS 3.20=0/263, 3-19=787/156, 579=0/618, 5-17=58/818, 6-17=583/142, 8-17=23/334, 8-16=846/165, 9-16=109/1353, 10-14=19/481, 10-13=852/136, 11-13=169/2442 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-20,16-17. 1 Row at micipt 3-19 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu0=160mph (3-secend gust) Vasd=124mph; TCDL=9.Opsh BCDL=6.0psf; h=18ft; B=45ft; L=47ft; eave=6ft; Cat. II; ESP B; 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 Footling. 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 nonconcu0ent 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 rn between the bottom chord and any other members, with BCDL = 1 O.Opsf. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Ot=lb) 2=241, 12=190. Thomas A. Albanl PE No.39380 MIT&USA, Inc. FL Carl 6834 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING- Vsnfydasign P.rsUa.k rs and READ NOTES ON THIS AND INCLUDED "TEKREFERENCE PAGE 111II4473 re¢ 1N0312015 BEFORE USE. Design valid for use any was mareea connectors. Thu design Is based only upon pia m sers shown, and iamran inditiUual Waling wmponeM, not ��• a muss syslem.Before use, Me building designer mud verify the applicabildy of design parameters and property gcorporale Ws design We the oveMl buildingdesign. BmhgiMicatedistopre tWWhgdMdmdUWl nwc WN"dOdmemb m"y. AddabnaltempararyandpennaaeGtenxNg MiTek' I..Maya re .Md roc slebigy onto p.M collapse wim possiNe pemml Injury and property damage. For genets guldanw re8mding the fabdca8on, dorsge,delivery,emdion and brsdng of WzuaaM truss systems,sea ANSITPII Ouo[*CMeffa, DS8a9 end BCS1 Building Component 6904 Parka East Blvd. Salorylahanestlon available 8om Truss Plate Ins ae, 218 N. toe Blmd. Sude 312, AlexandM. VA2=14. Tampa, FL 36610 Job Truss Truss Type 0ty Ply Wotan Residence T18074338 J38351 Al2 Half Hip 1 1 Job Reference (optional) se 14 u.LVu s Jun4 Luta mn eK mausmes, Inc. I us Sep 1 V ue:Ls:iu Lune Scale=1:82.a Sx8 — 34 = 2x4 II 3x6 = 3x8 = 3x8 = 2x4 II 4x8 = errs 3 22 4 5 6 23 7 824 9 10 18 17 15 15 25 26 14 1327 28 12 29 it 5xe = 2.4 II 3x8 = 4A — 3x8 = 3xa = 4,10 = 3AM18SHS II 5x6 M = 6-71 13-0-0 19-8-14 2&104 39-11-00 47-0-0 67-0 a.:M I aA1d I 1M11F I 1M11F I ]N Plate Offsets (X,Y)— [I:0-0-0,0-1-121. (3:080,0-2-81 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Udeff Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.32 14-15 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.7614-15 >735 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WE 0.78 Hoa(CT) 0.19 11 Ora We BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 2741b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3: 2x4 SP 270OF 2.2E, 3-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except* 13A 6: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 'Except' 10-11,6-15,7-12,10-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/si2e) 1=2343/0-8-0, 11=2343/Mechanical Max Horz 1=248(LC 8) Max Uplift 1=-170(LC 8), 11=207(LC 8) Max Gmv 1=2398(LC 13), 11=2426(LC 13) BRACING. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 10-11, 6-15. 7-12 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-0496/351, 2-3=3910/361, 3-0=4159/394, 4-6=-4159/394, 6-7=3924/326, 7-9=-2165/184, 9-10=2165/184, 1D-11=2311/236 BOT CHORD 1-18=-477/3970, 17-18=-477/3970, iS17=356/3431, 14-15=393/4161, 12-14=-322/3493 WEBS 2-17=624/137, 3-17=01503, 3-15=53/1145, 4-15=-574/141, 6-14=598/151, 7-14=-8/964, 7-12=1878/196, 9-12=595/151, 10-12=254/3002 NOTES- 1) Unbalanced mof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=6.Opsf; h=18ft; B=45ft; L=4711; eave=6ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and fight 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 par 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 fn between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=170, 11=207. Thomas A Albert PE No.39380 MiTek USA, Inc. FL Cat 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING - Venrydesign Paramaten anOREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 rev. 1OVY2015 BEFORE USE. Design valid Uruw ontywan MITe®cwneeors. Tbis design is bases only upon pammelers shown, and is swan Indwiduai Wading wmpmwm, nth FUR a truss system. Before use, the building designer must vent' me appDarairuyof design parameters and properly incaryoatelNs design "a the overall buildNgdesign. Bracing Indicated late prevent buckling ofmdiNdual truss web andlw drom members ony. ADdraonaltemposeryandpermaneadaming M!Tek' Is always required for sm Alfty and to prevent whales with possible personal inluryand property damage. Forgeneal guidsrloe rega sing the fabnrsimi storage. delivery, creches and baang oftmsses and truss ayslems.see ANSY7711 Quality Crifwra, DSBJI9 and Best Building Component 6984 Parke Fast BNd. Safetyfnyormatlan avaLblefrom Truss Mae lnarsite,218 N. Lee asset. sale 31Z Alexandria, VA22314. Tampa. FL Seale Job toss Truss Type Oly Ply Walsh Residence T18074339 J38351 13 Hip 1 1 rah Rafnm rolnM'r,ne1 11 5x5 = 4 0.49U 5 JYI IY GY I V call l UA 3x8 = 3x6 = 3x8 = 34 = 23 5 6 7 24 8 25 S 6 = 9 Scale=1:SlA 19 18 1126 21 'le 2B 29 15 14 30 13 12 2x4 II 3x8Ml8SHS = 3xfi = 3xe = 3x8 = 3aB = Sx6 = 3x8 = 5x6 WB = 6-7-0 13-0-0 21d0 29b-0 I 384).(1 474)-0 a_7n r`Kn I� Plate Offsets (X Y)— [2:0-0-0 0-1-81 f4:0-2-8 0-2-41 [9:0-2-8 0-2-01 LOADING (pelt SPACING- 2-0-0 CSI. DEFL. in (foe) I/deb ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.27 15-16 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.6615-16 >847 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina YES WB 0.74 Horz(CT) 0.19 12 File n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight: 2731b FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.2'Excepr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, 1-4: 2x4 SP 270OF 2.2E except end verticals. BOT CHORD 2x4 SP 2700F 2.2E'Except' BOT CHORD Rigid ceiling directly applied or 160-0 oc bracing. 1417: 2x4 SP No.t WEBS 1 Row at midpt 5-18, 8-13, 10-12 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=2451/0-8-0, 12=2341/Mechanical Max Hom 2=170(LC 7) Max Uplift 2=241(LC 8), 12=190(LC 8) Max Gran, 2=2473(LC 13), 12=2350(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-4408/375, 34=-3851/387, 45=3391/381, 5-6=-4129/429, 6-8=3832/409, 8-9=2596/308, 9-10=2944/317 BOT CHORD 2-19�327/3937, 18-19=327/3937, 16-18=278/4092, 15-16=288/4157, 13-15=-245/3649, 12-13=175/2083 WEBS 3-18=599/132, 4.18=48/1223, 5-18=1104/99, 6-16=0/369, 6-15=565/90, 8-15=0/771, 8-13=1636/158, 9-13=39/925, 1(1-13=OR25, 10-12=2891/259 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh BCDL=6.Opsf; h=18R; B=45ft; L=47ft; eave=6ft; Cat. II; Exp B; 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 lost 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 rrt between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joint(s) except (jt=1b) 2=241,12=19D. Thomas A. Minor! PE No.39300 MiTek l Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Dale: September 10,2019 ®WARNING- Verlfydesignparwe,v. entl READ NOrEB ON. ANDINCLUDEOMITEK REFERENCE PAGEOP7473 rev. 10/03MISBEFORE USE. Design valid for use onlywah MReMbaonneatom. This design is based only upon parameters shown, and is loran Individual building Component, nor saawa ��wwee Sal a truss system. Before use, the building designer must ven" app6cabildy of tlesign parameters and property incogomm Nis design into me overall buiMingtlesgn. Brscing Indicated is to prevent bucking of individual Coss web andfor ondN members only. Addidonatemporaryandpermanenibracmg MiTek' is alviays recollect for stability and to prevent Collapse wan possible personal injuryand pmperry, damage. Fargenerel gukance legara n Me fabn.b.n, siorall deliveN. erection and bracing of busses and buss systems. we ANSWRI Quality Canada, DSBA9 and BCV Building Companenr seed Parke East Blvd. Salefylikimpodon available Bore TmssMnelnsN e.218N.Lee Sgmet,B fte312.A1exandsa,VA22314. Tampa, FL 36610 Hip T18074340 b am 12 5x5 = 34 = 3as = Safi 3x8 = Safi = 3x8 = 3, 423 5 6 24 7 8 25 9 Scale=1.ao.1 Sad II 10 18 17 ,o - 11 11 1. ,. ,o 1. - - 11 2x4 11 yg = 3x8M183HS = Safi = Sas = 3x6 = Sure= Sx6 = 3x8 M185HS = 5-]-0 11-0.0 19-11-2 2&10< 3]-9E d]-0g Plate Offsets (X,1')- I1:0-",0-1-12j, [3:0-2-8,0-2-0j LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (toe) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.32 14-15 >999 240 MT20 244/190 TCOL 20.0 Lumber DOL 1.25 Be 0.99 Ven(CT) -0.81 14-15 >693 180 M18SHS 244/190 BCLL 0-0 ' Rep Stress Ina YES WB 0.99 Horz(CT) 0.22 11 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 257 Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 3-5: 2x4 SP 270OF 2.2E, 8-10: 2x4 SP No.2 BOT CHORD 2x4 SP 270OF 2.2E *Except* BOT CHORD 13-16: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3'Except' 9-11: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. Ph/size) 1=2343/03-0, 11=2343/Mechanical Max Horz 1=210(LC 8) Max Uplift 1=-175(LC 8), 11=202(LC 8) Max Gmv 1=2356(LC 13), 11=2352(LC 13) FORCES. (lb) -Mac. CompJMax.Ten. -All forces 250(lb) or less except when show. TOP CHORD 1-2=d397/360, 2-3=-4007/366, 3-4=3555/357, 4-6=-4762/423, 6.7=4587/385, 7-9=3067/244, 10.11=252/62 BOT CHORD 1-18=-458/3884, 17-18= 458/38a4, 15-17=-447/4649, 14-15=453/4843, 12-14=-381/4164, 11-12=236/2608 WEBS 2-17=-012/116, 3-17=41/1307, 4-17=1502/116, 4-15=0/437, 6.14=533/128, 7-14=-7/800,7-12=1626/200,9.12=27/1545,9-11=-3281/299 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at micipt 4-17, 7-12 2 Rows at 1/3 pis 9.11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf; h=18ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; M WFRS (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 par bottom chord live load nonconcurr ant 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except tit=lb) 1=175,11=202. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING Venry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473rev. 10/03aDI5 BEFORE USE.wasses Designgatifar sere Mielei connectors.Thuenfit ie aplic mryv isfor detgninto ��• Nparemetarsaaown,antl inintlintluatis tren4not a a., inrnrpotem thisdesignand Intolaeoverall martvmitygvapptitimeswbandgn parameter¢andpti. Beforeuse,meend ��-��•YYY d ingdslern Bracagargircand is Ad era brazing is to prevent bidding bucse possiitlueltmssweaanNm dloNmemaea retry.Adainmiltetnpotaryantlra, MiTek' prprevent is agngtleagn the with systegil injury property BNa isaMapregorge,ded for egree lyanOtopreveM Collapse with age SYWV1. Buggy Cravui, DSB gad fabricaAm,. storage, Eelivery,ere Truss age ll Orgeda, OSBdB antl aCSl BUlhling Component 5a3gt see 6g04PaFL East BM1. Tmstla oino e,21$N.Lt dN,VA 14. SaletylNarmaflon avaJeble fmm Truss Plate Instaule.2la N. Lee $Ireet. Suie 312. Mexandru, VA 22314. Tampa. FL 36610 Job Truss Truss Type pty Ply Walsh Residence T18074344 J38351 18G Had Hip Girtler 1 ay L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34W 8.240 a Jul 14 2019 MRek Industries, Inc Tue Sep 10 09:23:302019 Page 2 ID:INmub4goEcpdh37zljasEOyjN73.CXH47wDUdylrVL04sJCCKEkacPgM6gisJXOIMZW4ER NOTES- 11) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except 0=1b) 1=1469, 14=1821. 12) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 181 lb down and 142 lb up at 7-0-0, 179 lb down and 13511D up at 9-0-12, 1791b down and 1351b up at 11-0-12, 1791b down and 1351b up at 13-0-12, 179 Ib down and 1351b up at 15-0-12, 1791b down and 1351b up at 17-0-12. 179 Ib down end 13516 up at 19-D-12, 1791b dawn and 1351b up at 21-0-12, 179 Ib down and 1351b up at 23-0-12, 179 Ib down and 1351b up at 25-0-12, 1791b down antl 135 Ill up at 27-0-12, 179 lb down and 13511b up at 29.0-12, 17916 down and 135 lb up at 31-0-12, 179 lb down and 1351b up at 33-0-12, 179 lb down and 135 Ill up at 36-0-12, 17911b dawn and 135 lb up at 37-0-12, 179 lb down and 135 lb up at 39-0-12, 179 lb down and 135 lb up at 41-0-12, and 179 lb down and 135 lb up at 43-0-12, and 179 lb down and 135 lb up at 45-0-12 on top chord, and 137lb down and 79 Ib up at 74)-0, 98 lb down and 80 lb up at 9-0-12, 98 lb down and 80 lb up at 11-0.12. 98 Ill down and 80 Ib up at 13-D-12, 98 lb doom and 80 He up at 15-0-12, 98 Ill down and 80 He up at 17-0-12, 98 lb down and 80 lb up at 19-G-12, 98 Ib dawn and 80 lb up at 21-0-12, 98 lb down and BO lb up at 23.0-12, 98 Ib down and 80 lb up at 25-0-12, 98 lb down and 80 lb up at 27-0-12. 98 lb dawn and 8016 up at 29-0-12, 98 Ill down and 80 lb up at 31-0-12. 98 lb down and 801b up at 33-0-12, 98 lb down and 80 lb up at 35-0-12, 98 Ib down and 80 Ill up at 37-0-12, 98 He down and 80 He up at 39-0-12. 98 lb down and 8011D up at 41-0-12, and 98 ib down and 80 lb up at 43-0-12, and 98 Ib down and 80 He up at 454)-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live balanced): Lumber Increase=1.25, Plate Incease=1.25 Uniform Loads (pit) Vert: 1-3=80, 3-13=80, 14-26=-20 Concentrated Loads (lb) Vert: 3=163(B) 6=163(6) 24=106(B) 5=-163(B) 21=74(B) 19=74(8) 8=163(B) 16=-74(B) 11=163(B) 10=163(B) 18=74(B) 29=163(B) 30=163(B) 32=-163(B) 33=163(B) 35=163(B) 36=163(3) 37=163(B) 38=163(B) 39=-163(8) 40=163(B) 41=163(B) 42=163(B) 43=163(8) 44=163(B) 45=74(B) 46=74(B) 47=44(li) 48=74(8) 49=74(13) 50=74(B) 51=74(B) 52=74(B) 53=74(1!1) 54=74(B) 55=74(B) 56=74(B) 57=74(B) 58=74(B) 59=74(B) ®WARNING - Vann, design parameters and READ NOTES ON THIS AND INCLUDED MREH REFERENCE PAGE M147473 rev. WgIaDIS BEFORE USE. Design valid faruse oNywah Mnelcdlaamectala. We deep is based any Bryan Parameters ended, and is for anIMiNauel Wilding vanadium net ��®® a Was system Before use, the buOding designer must veliythe applicabilty of deep garometers and property Nmrpoate Nis design sound owemH �gY� buldingdesign. Beengletieatedistopreventbclim, of lnd'Mtluel Wsaweb aMla NON memWrsany Additbnel temporary end pertnaneM bracing MiTek' Is always requ6ed for stability and to ine"M omapae wW possible personal injury and property damage. For general guWance regarding Me fabrication, Storage. delivery, erection and loading ofkusses and Was 'gems. me ANSVTMI Quality Celti DS849 andBCS1 Building Component SeAdyinfamagon awbbbfmm Tmsa PlatelnMd Umd,Sude31ZN"wdria VA22314. 6904 Pane East SIW. .218N.Le Tampa,F 36610 Job cuss Truss Type Gty Ply Walsh Residence T16074345 J38351 601G Common Girder 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 10 09:23:32 2019 Page 2 ID:INmub4goEcpdh37zliasEOyjN73-9vPg0cFl8ZOZkeATzkEgPepnNDM2eng9mncNRyf4EP LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3=-80, 3-13=80, 13-24=-80, 24-26=80, 32-35=20 Concentrated Loads (Ib) Vert: 3=-89(B) 27=-44(B) 31=-44(8) 29=44(B) 24=-89(B) 38=-44(B) 39=-44(B) 40=-44(B) 41=-44(B) 42=-44(B) 43=93(B) 44— 44(B) 45=44(B) ®WARNING -Venfy design ParameI. and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGEM0.I4I] rov. 10,034015 BEFORE USE. Designvalk for use onryweh MnekW connectors.Tbis design is based only upon parameters WaM, and is loran lnclOdual Evllmng component net a truss system Before use, the building designer mud veMythe appriaWle ddelp parameters and piopely incorporate this design intothe mrNl Nil bulldingdaslgn. BraWg(rdwed isto prevent buckling ofmdMdual MIS Web aldfaeaom members wty. AddWnaltemporaryandpermanerdbmcing M7k' Is always requlred for stabirly and to prevent m9apseweh possible personal iryury and property damage. Forgenerelguidanceregardilglhe fabrication. dordge.calvary, erection and bracing oftrusses and truss8 MIS, Me ANSU IO..UWWmda,DSBd9end BCSIBu11Wng Component e904 Padre Fast BM. Sab"tafametfdn avagabkb Truse Pla0lnddN0.218N.Lm Sll Su4e3f2Ale dM.VA2MI4. Tempe. FL assio Job Truss Truss Type Oty Ply Walsh Residence T18074346 J38351 B02 Common 3 1 Jab Reference (optional) East Coast Truss, Ft Pierce, FL 34946 a.00 12 4x6 = 8.240 s Jul 14 2019 MTek Industries, Inc. Tue Sep 1009:23:33 2019 Scale = 1:52 6 I6 4x8 3x4 = 44 = 3x4 — 4x6 = = 104)-11 19-11-5 30. 10.0.11 9-10-10 I 10 11 r Plate Offsets (X,Y)— [2:0-0-0.0-1-0I [6:0-2-0Edoel [8:Edge 0-1-0] LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Men L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.41 9-11 >881 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.63 9-11 >573 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.32 Horz(CT) 0.08 8 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matnx-MS Weight: 13916 FT=0 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1609/0-8-0, 8=1498/0A-0 Max Hoe 2=213(LC 7) Max Uplift 2=176(LC 8), 8=119(LC 8) FORCES. (Ib) - Max. Comp./flax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2587/263, 3-5=2264/301, 5-7=2273/307, 7-8=2597/269 BOT CHORD 2-11=136/2312, 9-11=0/1502, 8-9=143/2211 WEBS 5-9=70/933, 7-9=-589/210, 5.11=61/919, 3-11=582/206 BRACING - TOP CHORD Structural "ad sheathing directly applied. 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; VuH=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf, h=18ft; 8=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (p=lb) 2=176,8=119. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 9904 Parka East Blvd. Tampa FL 33610 Date: September 10;2019 Job Truss Truss Type Oty, Ply Walsh Residence T18074347 J38351 B03G COMMON GIRDER 1 Job Reference (optional) Sxe M18SHS II 6.Oo 12 o.ZrVbaul 1%4U I mmI I ea lnousmes, Inc. meoep iuue:zo:eoeuie 12 Ij 1s 1a - 17 -' 16 -- 15 -- -- 14 3x8 II Bx8 = HUMS 8x8 = 10x10 M18SHS = 74 = HUS26 Bab = 3x10 11 Sxio M1esms C Sx8 M18SHS i HUMS THD28-2 HUMS HUMS HUMS HUS26 HUS26 HUS26 HUS26 HUMS 31411 ]-1-8 11-0.12 15-40 1 18-7-15 1 22-2-1 1 25-8-4 3660 Plate Offsets(X,Y)- 12:0.1-8,0.30] 15:D-3-00.3-4] 15:0-0-00-1-12] (12:Edge0.2-13] 114:0.3A0.5-12] (15:0-3-00-4-12] ry6:0S-00-6-0) (17:0.3-80-5-8] (18:D-3-80.6-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.91 Vert(LL) 0.26 17 ,999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.62 15 >584 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.94 Horz(CT) 0.16 12 Na n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 691 lb FT=O% LUMBER. BRACING - TOP CHORD 20 SP 270OF 2.2E *Except* TOP CHORD Stmctuml wood sheathing directly applied or 3-4-5 oc purring. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-M Be bracing. BOT CHORD 2x8 SP SS WEBS 2x4 SP No.3 *Except* 7-16; 2x4 SP No.1, 6A7,8-15: 2x4 SP No.2 REACTIONS. (Ib/size) 2=1469910-8-0, 12=18917/0.8-0 Max Holz 2=213(LC 7) Max Uplift 2=2406(LC 8), 12=1984(1_C 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-29588/4809, 3-4=J7100/5060, 4-6=26241/3658, 6-7=-21222/2743, 7-8=21215/2743, 8-10= 25839/3089, 10.11=30702/3475, 11-12=34129/3696 BOT CHORD 2-19=-4235/26345, 18-19=4235/26345, 17-18=-4416/27816, 16-17=3086/23409, 15-16=-2566/23040, 14-15=2984/27452, 13-14=3244/30450, 12-13=-3244/3D450 WEBS 7-16=-2351/18479,4-lB=1770/5852, 3-19=-1626/248,3-18=425/1826,4-17=-5994/1809, 6-17=1601/8345, 6-16=7735/1550, 11-13=-238/3296, 11-14=3568/307, 10.14=563/6796, 10.15�6665/631, 8-15=679/8274, 8-16=7587/693 NOTES. 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3-ply truss to be connected together with 10d (0.131"x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs Connected as follows: 2x4 - 1 now a10.9-0 Do. ' 3) 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. 4) Unbalanced roof live loads have been Considered for this design. 5) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1Bit; B=45ft; L=3011; eave=oft; Cat. " II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load noncancunent wgh any other live loads. 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 will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except Ut=lb) Thomas A. Atbani PE 1,109388 2=2406, 12=1984. MIT& USA, Inc. FL Cert6634 11) Use USP THD28-2 (With 28-16d nails into Girder & 16A Od nails into Truss) or equivalent at 7-1-11 from the left end to Connect 6904 Parke East Blvd. Tampa FL 33610 truss(es) to front face of bottom chord. Data: 12) Use USP HUS26 (With 14-16d nails into Girder & &I6d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-G-12 September 10,2019 nflacendthis to 29-0-12 to Connect truss es to front face of bottom chord. ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 14II-7473 rev. 10/03rz015 BEFORE USE. Design valid for use any wM MReM connectors. This design is based only upon pammmers shown, and is for an IlmMdual bugding mmponem net ��• a truss system. Before use, the bwlding designer must writ' Use applicability of design pammetem and property incorporate and design into Me overall bulldiagdeslgn. Brangindir distopmwnlbucmgdMdMdualtmsswebanww WoMmem mmy.Add'Eional temporary antl pemuneM Mating M!Tek' IsaMaysrequimdbrdabifdyandtopre MwUapsewtlhpo blepersaulinju mdpmpellydamage. ForgenemIgukanceregartling Ne fabdmuon,storege,delivery,erecgonmdbmdMWtmswsaMnssggems,see ANSUTP/l oueliry Cdreda, 0.SBA8antl BCSl Bulleing Component Saga Parke East BIM. Sarey3nremu Nor, av tbk frwn Truss Rate ineatme, 21$ N. Lee Street Sub.31Z Alexandria, VAM314. Tampa, FL 36510 Job Truss Truss Type Cry Ply Walsh Residence T18074347 138351 B03G COMMON GIRDER 1 q J Jab Reference (optional) casr lioaal t russ, n. rierce, r�,la:wb n.240 S Jul 1421119 MITek Industries, Inn Tue Sep 10 09:23:35 2019 Page NOTES- ID:INmu64goEcpdh37zijasEOyjN73-ZU4z2eHdRUOBb u2esoNl HRHfQJBn4fbSo5Hzmyf4EM 13) Fill all nail holes where hanger is in Contact with lumber. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unddnn Loads (plf) Vert: 1-7=-80, 7-12=80, 20-23=20 Concentrated Loads (lb) Vert : 16=2323(F) 18=4959(F) 17=2323(F) 25=2323(F) 26=2323(F) 27=2323(F) 28=2323(F) 29=2323(F) 30=2323(F) 31=2323(F) 32=2323(F) 33=2323(1`) ®WARNING- Vestry design parameters andREAO NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ree. 10/03420I5 BEFORE USE valid for use only with MTek® cargesoors. This design is based only upon pa2metem shown, and Is far an indwidual building component not Val'Design a Miss system. Before use, the building designer must verifythe applicability of desgo parameters and properly In supmede Nos design into Me overall building design: Bracing indicated is to prevent buckling of individual Miss web anmm cJhortl members only. additional temporary and permanent bract,, MiTek' is allays required for stabiBy and to prevent collapse with Possible personal injury, and property damage. Forgenemlgukanceregardirgthe (admiration. storage, delivery. erection and braving of misses and Miss "area,see ANSTPll Duality(riroda, DuBs and BCSI BuIlding Component 6804 Parke East BNd. Sarelylnformafion available from Truss Plate Inatilme.218 N. Lea Sbeet. Sufte 312, Mmndda. VAM14. Tampa, FL 36810 Job rues Truss Type Oty Ply Walsh Residence TtBW4348 J38351 C01G Common Girder 1 7 Job Rc(nr n inn ell Cast Boast bliss, YL Pierce, t-L 64e4b = TOP CHORD MUST BE BRACED END JACKS, 4x4 ROOF DIAPHRAGM, OR PROPERLY CONNECTED 8.240 s Jul 14 2019 MTek Industries, Inc. Tue Sep 10 09:23:37 2019 Scale=132.7 15 3.4 = 1x4 II 3x8 = 1x4 II 3x4 = 3-V13 84-0 I 1433 17.40 i 3 c.13 utO Plate Offsets (X,Y)- [2:Edge 0-0-12j [3:0-4-1 0-1-15) [14:0-0-1 0-1-15) ry5:o-0-00-0-121 LOADING (psf) SPACING- 2-0-0 -CSI. DEFL. in (roc) Udeff L/d PLATES GRIP TOLL 20.0 Plate GOP DOL 1.25 TO 0.42 Vert(-L) -0.04 17-18 >999 240 MT20 2441190 TOOL 20.0 Lumber DOL 1.25 SC 0.75 Vert(CT) -0.1217-18 >999 180 BCLL '0.0 ' Rep Stress Ina NO WB 0.22 Horz(CT) 0.04 15 Na n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Weight: 1071b FT=0 LUMBER. TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied a4-2-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Ala): 9, 7, 11 REACTIONS. (lb/size) 15=989/0-8-0, 2=1104/0.8-0 Max Hoe 2=123(LC 7) Max Uplift 15=-129(LC8), 2=187(LC 8) FORCES. (III) - Max. CompJMax. Ten. -,All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1676/222, 3d=1034/113, 4-6=1001/136, 6.8=979/173, 8-10=980/173, 10-12=1001/136, 12-14=-1035/114, 14-15=-1708/240,3-5=321/43,5-7=325/45, 7-9=325/45, 9-11=325/45, 11-13=325/45, 13-14=320/43 BOT CHORD 2-18=154/1464, 17-18=156/1450, 16-17=174/1452, 15-16=173/1465 WEBS 8-9=75/588, 9-17=0/413, 3-17=295/108, 14-17=317/126 NOTES- 1) Unbalanced roof live loads have been cansidered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=I24mph; TCDL=9.Opsf, BCDL=6.Opsf; h=188; B=45tt; L=24tt; eave=oft; Cat. II; Exp B: 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) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except gt=lb) 15=129, 2=187. 8) Graphical puffin representation does not depict the sae or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 87lb down and 64 lb up at 3-3-9, and 871IS down and 64 Ib up at 14-0-7 on top chord, and 106lb down and 70 Ib up at 3-0-0. 21 Ib down at 5-0-12, 21 Ib down at 7-0-12, 21 Ib down at 8-8-0, 21 It, down at 10-3-4, and 2111, down at 12-3-4. and 106 Ib down and 70 lb up at 14-3-4 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate lnaease=1.25 Uniform Loads (p* Vert: 1-3=80, 3-8=80, 8-14=80, 14-15=80, 19-22=mW Concentrated Loads (lb) Vert: 18=89(F) 16=89(F) 17=10(F) 3=12(F) 14=12(F) 25-1 O(F) 26=10(F) 27=10(F) 28=10(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert6034 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ® WARNING -Wlily tlesign parameter and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE MII.7473 iev. 10N3a0ls BEFORE USE. Design valid (muse oM7wan MRea® olnncoms. Thus design is based only upon parameters sbovn, and Is for an Indiddual building component. not ��®® a truss%Wem Beforuse, me buiding desgner must verity the appliuMily of design parameter and properly mooryorale this design olia Me Overall �<Y�• builtlingdesign. Bracing lndicaled is to proved barking of Individual truss web anther ChiN member only. AiRldeotemporyand petmanenlbmcang MiTek' is always required for stabiNy and to prevent co9apse wed possible personal inluyand propeM damage. Forgeneral guidance regarding the fabdrabon, alorge. deUmq. meall and leasing etUusses am Wes systems.see ANSU7PIt quality Creeds, DS849 and BCS1 Building Component 6901 Parke East DIAL Selorylnformation available fin. Truss Plate lnW Wu , 218 N. Lee Street. Suil.312. Alexandra. VA22314. Tampa, FL Sal Job loss Truss Type Oty Ply Walsh Residence T18074349 J38351 CO2G Common Girder 1 Job Reference (optional) I was, M. elerce, 1-1-44 b 8.240 s Jul 142019 MiTek industries, Inc. Tue Sep 1009:23:382019 3 Seale-137.6 4x8MI6SHS II 44 MISSHS = us II Bx8 = 10x10 = 8x8 M = Bx8 = HUS26 3.8 II HUS26 5x8 M18SHS 4x8 II THDH28-3 HUS26 HUS26 3 3H8A I 19A11 174-0 1 3d7 le Plate Oftsets(X,Y)— [2:0.0-120-0-51 [2:0-1-01-0-31 [9:0-5-120-1-0[ [110:0-3-80-6-0I [72:0-5-00.6.4) (13:0.3-80-6-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) yde5 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ved(LL) 0.16 13 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.31 13 >668 180 M18SHS 2441190 BCLL 0.0 Rep Stress Ina NO WB 0.81 Horz(CT) 0.06 8 me n1a BCDL 10.0 Code FBC2017/rP12014 Mamx-MS Weight: 2511b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 *Except' 5-8: 2x4 SP No.t BOTCHORD 2x8 SP DES WEBS 2x4 SP No.3 *Except' 5-12: 2x4 SP No.11 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 8=9381/0-8-0, 2=6748/0.8-0 Max Horz 2=123(LC 24) Max Uplift 8=1396(LC 8), 2=1472(LC 8) BRACING - TOP CHORD Structural Wood sheathing directly applied or 2-2-8 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shown. TOP CHORD 2-9=-13277/2900, 33=13286/2914, 4-5=12008/2455, 5-6=12070/2457, 6-7=-15122/2600, 7-8=-17305/2687 BOTCHORD 2-14=2532111819, 13-14=2532/11819, 12-13=2489/11830, 10-12=2230/13503, 9-10=2352/15419, 8.9=2352/15419 WEBS 5-12=2099/10330, 4-12=2662/1106, 4-13=1213/3005, 3-13=298/264, 6-12=4072260, 6-10=219/4246, 7-10=-2332/148, 7-9=98/2160 NOTES- 1) 2-ply truss to be connected together with 10d (0,131"x3") nails as follows: Top chords connected as follows: 2x4 -1 raw at 0-7-0 oc. Bottom chords connected as follows: 2z8 - 2 rows staggered at 0.2-0 oc. Webs connected as follows: 2x4- 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except R 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; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 per bottom chord live load nacc ncurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rn between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=11b) 8=1396,2=1472. 10) Use USP THDH28-2 (With 36-16d nails into Girder 810-16d nails into Truss) or equivalent at 7-1-11 from the left end to connect truss(es) to back face of bottom chord. rev. le/ M015 BEFORE USE. :ammo mmvanent not s prevent buckling of IndMdual Imss web anWar moral members revem.11apso won possible personal iNuryaM pmpmy curve and bradna of trusses and truss systems. see AM IM Thomas A. Alban PE No.39380 MiTsk USA, Ine. FL Colt6634 9904 Parke East Blvd. Tampa FL 33610 [late. September 10,2019 r1�alY� Mirek' Job rasa Truss Type Oty Ply Walsh Residence T78074349 J38351 CO2G Common Girder 1 Jab Reference (optional) truss, FL Pierce, P L J4945 8,240 s Jul 14 2019 MITek Industries, Inc. Tue Sep 10 09:23:38 2019 Page 2 NOTES- ID:INmub4goEcpdh37zliasEOyiN73-z3m6g0(WkPmiSZddK?L4eyWtdNy_TO28mKza5yf4EJ 11) Use USP HUS26 (Wdh 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 15-012 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is In contact with lumber. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Ungorm Loads PI) Vert: 1-5=80, 5-8=80, 15-18=-20 Concentrated Loads (III) Vert: 13=5004(B) 21=2321(B) 22=2321(B) 23=2321(B) 24=2321(B) ®WARNING-Vady design parameters and READ NOTES ON THIS AND INCLUDED MJTEKREFERENCEPAGEM6703rs✓ 1"320f59EFOREUSE. Design valid for use onywhh MReL®Wmtttps. Title design is based arty upon parameters shown, am! Is In an IrMMdual bugdmg component, got �*B a Wu system. BMore use, are building designer must witty are epptirabitiy Odesign parameters and pmpert Nmmoreta We dealpIto the ienall -lY� bWldmgdeslgn. Bmci giNi ediSlopmwniNu gdMdMdualUuuwebanOwWoMmembemmn,. AddNWnaltemporayendpe membracing MiTek' Is always required for stabildy and to prevem collapse with possible personal injury and property damage. Forgenemlguldancaregavingtha fab@atlon, storage. delivery. erection and bracing nttmssas and Was systems, us ANSUTPH ORaI/ty Ciffinde, DSad9 aid Seat Building Component 6904 sense East Bhd. Soraylnromletlon available Bom Tmu Mate In9ftO., 218 N. Lee Street, &fte 312, Alexandria, VA22314. Tampa. FL assio Job Truss Tuss Type Oty Ply Walsh Residence T78074350 J38351 D01G Hal/Hip Giber 1 q Job Reference(optional) cab! CUaa! Duab, rt. ri nue, rL avano 5x8M18SHS i HUS28 Jul 14 2019 MiTek Industries, Inc, Tue Sep 10 09:23:392019 Tx8 = 1.4 II Bids = Scale a 129.8 3 13 HUS26 VF HUS26 u Sx8 = 43 I436 10s I I&-1-51 I 13b11 5 Plate Offsets(X,V)— f1:Edge0-3-01[3:0-6-00-2-81 (5:0.2-40-2-0) [6:Edce0.2.8] 17:0-5-00-5-12] [8:0-3-80-6-41 [9'0.6-00-1-81 LOADING (pet) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.10 8-9 ,999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.24 8-9 >749 180 M18SHS 2441190 SCLL 0.0 ' Rep Stress Ina NO Wit 0.82 Horz(CT) 0.D4 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 237111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x8 SP SS WEBS 2x4 SP No.3'Except' BOT CHORD 5-6: 2x8 SP No.2, 3-8,4-7: 2x4 SP No.2, 5-7: 2x4 SP No.t REACTIONS. (Ib/sjze) 1=7814/D-8-0, 6=9668/0.8-0 Max Horz 1=160(LC 25) Max Uplift 1=657(LC 8), 6=868(LC 5) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=14156/1210, 23=-9100/803, 3-4=5598/504, 4-5=5598/504, 5-6=7487/693 BOT CHORD 1-9=-1184/12615, 8-9=-1184J12615, 73=760/8324 WEBS 2-9=328/4308, 2-8=5106/500, 3-8=595/7094, 3-7=-4328/407, 4-7=-256/152, 5-7=-819/91l l Structural wood sheathing directly applied art-4-4 Do purling, except end vergcals. Rigid ceiling direWy applied or 10." oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc, 2x8 - 2 Tows staggered at 0-9-0 Go. Bottom chords connected as follows: 2x8 - 2 Tows staggered at 0.5-0 Be. Webs connected as follows: 20 - 1 row at 0.9-0 Do. 2) All loads are considered equally applied to all plies, except If noted as from (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to dishlbute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.0TSY h=18ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., 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. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=657,6=868. 11) 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 2-4-12 from the left end to 14-4-12 to conned truss(es) to front face of bottom chord. 12) Fill all nail hales where hanger is in contact with lumber. LOAD CASE(S) Standard Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 10,2019 ®WARNING- Vedly4esign parsmelem anJREAD NOTES ON TMS AND INCLUOEDMITEK REFERENCE PAGE Ml1-MTIMv. r&MOIS BEFORE USE. Design valid fpruse onywhb 34Tek®connectan. The design Is based any upon pa imetem shown, and is for an IMiMusl budding component nth a miss spine. Before use, the bidding designer must verythe applicaoWN of des, parameters and properly hcory4mte We design Into Me ..a budUingdesgn. BMCMgindic dlslopmmtWWG g&Od'Mdual WaswebaMWUOMmembeMwn,. Addnknel temporary arq permanem brecmg MiTek' Is etways required forslabifiyand to prevent Collapse wim possible personal injury and pmpedy damage. For gener0 guWarxa reg th gardke fabrication. storage. deevery. erection and blaring ofWsses and Buss systems,see ANSYTIM Quern Cdede, MB49 and SCSI Building Component 6904 Parke East BM. Sahylnfsarefldn avnadefrom Tresspieta Inst8Ne.318N.Lee6 d.gone312.Ab dra,VA22314. Tampa. FL 36610 Job toss Tluss Type Oty Ply Walsh Residences T18074350 J38357 DO1G Half Hip Girder 1 L Job ReferReference(optional) East Coast mass, FL Fierce, FL 3d945 8 240 s Jul 14 2019 MTek Industries, Inc. Tue Sep 10 09:23:39 2019 Page 2 ID:INmub4goEepdh37zljasECyjN73-RGKUu?KBV ua4jCptisJB7¢LljjjwUBND3U6Xyf4El LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=80, 3-5=80, 6-10=20 Concentrated Loads (lb) Vert 9=-2292(F) 8=2292(F) 14=2285(F) 15=2292(F) 16=2285(F) 17=2247(F) 18=2286(F) ®WARNING-Verify0esign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMlld473 rev, 10,03aOIS BEFORE USE. • Design vaid for use only wan Miness, connecoms. This design is based only upon parameters shown, and is for an IndiNdval hurting comparison, not a Mass spasm. Before use, the bonding designer must veuythe approrblMy of deep Parameters and properly Incorporate this design into Me mane; building design. Stating Udicated is to prevent buriling of mtliNdual buss web aMlor Uroin members only. Andilunal temporary and permanent bradng M!Tek' is always required for stability andto prevent calapse want possible personal inluryand property damage. Forgeneml guidance regaining Ne fabrication, storege,degvey,eredion and bade, Whoever; and Voss System;see ANSIVIFol Quality Creeds, DS"9 and=1 Building Component 6904 Pare East BIM. Sarefylnformatlon availabb hmn Truss Plate insl4ute, 218 N.Lee Slreel, Sude 312, Plexantlru, VA Ttd1d. Tampa, FL 26610 Job Truss Truss Type 0ty Ply Walsh Residence T18074352 J38a51 E01 Common 1 1 Job Reference (optimal) East Coast Truss, Ft. Pierce, FL 34946 3x4 = 4r6 = 4x4 = 8.240 s Jul 14 2019 MTek Industnes, Inc Tue Sep 10 09:23:41 2019 3x4 = 3.4 Scale = 1:51.5 Ia 4x6 = Plate Offsets (X Y)— rl:0-0-0 0-1-01 (S:Edae 0-1-41 LOADING (pst) SPACING- 2-" CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(ILL) -0.38 6-8 -913 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.59 6-8 >578 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.58 HorZ(CT) 0.08 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 130 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/SIZe) 1=143310.8-0, 5=1433/0-8-0 Max Hom 1=188(LC6) Max Uplift 1=-508(LC 8), 5=508(LC 8) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1.2=-2479/866, 2-3=2171/901, 3-0=2171/901, 4-5=-2479/866 BOT CHORD 1-8=-685/2110, 6-8=362/1404, 5-6=685/2110 WEBS 3.6=-0891799, 4-6=559/210, 3-8=389/799, 2-8=559/210 BRACING. TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid Ceiling directly applied or 2-2-0 Go bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124ni TCDL=9.Opsh BCDL=6.OpsY h=18ft; B=45ft; L=290; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 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.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, with BCDL= %Opsf. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=508,5=508. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Dater - September 10,2019 ®WARNING - Verify design F.Inwwn and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MIT 7473 re¢ 1"12015 BEFORE USE. Desgn vaid tar use only wan INTek®connepon. This Gauge is based only upon parameters shown, and Is far an IadiNdual Wad" companem, not a Wu System. Before use, the bwlding designer mug very me applicability of deslgl parameters and Maidenly Hocn,vere MIS design into Me overall buildingdeslgn. BracNg Ndi:aled is to buckling of NQMdual MISS web adoor Nod members Rey. ADdNanal lampoery elM permanent treeing MTek' prevent Is always re9uSad for siabgdy, and to prevent=11apsewdh possible personal lnjuryand papedy damage. Forgenemlgubanceregadingthe fabrication, starege, Uegvery,erection and Seeing utbuseesa,d Uuss systems, see ANSVTPf1 Quality Cdada, DSB49 and SCSI Duild(ng Compound! 6904 Parke East Blvd. Sererylnformagon avagable font Tass Rma Ingd0o, 216 N. Lee &MM. SUGB 31Z Alexendda, VA23314. Tampa, FL 36010 Job Truss Truss Type Dry Ply Walsh Residence T18074353 J38351 E02 Hip 1 1 Job Reference (optional) Truss, FL I'leme, bL 34a46 4xe = 4x4 = 8.240 s Jul 14 2019 MiTek Industries. Inc. Tue Scale=149.3 4x8 1x4 II Sea = 3.8 = 3x4 = 1x4 II Axe = 6-]-0 13-0-0 1543-0 22-1-0 2&&0 1 bT-0 f _ a.zn — I Plate Offsets (X,Y)— [2:0-0-0,0-1-0I [4:0-54 0-2-0[ [7:0-0-0 0-1-01 LOADING (pat) , SPACING. 2-0-0 CST. DEPL, in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.20 11-12 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.2711-12 >999 180 BCLL 0.0 - Rep Stress Inv YES WB 0.77 Hom(CT) 0.09 7 his n1a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 154111 FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 7=1431/0-8-0, 2=1542/0.8-0 Max Holz 2=185(LC 7) Max Uplift 7=506(LC 8), 2=563(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 6-10-14 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=2507/889, 3<=1830f7O9, 4.5=15331673. 5-6=1832f7lO, 6-7=2522/898 BOT CHORD 2-12=708/2136, 11-12=708/2136, 10.11=-024/1531, 8-10=-717/2152, 7-8=717/2152 WEBS 3-11=711/328, 4.11=222/439, 5-10=225/443, 6-10=728/337, 6.8=-104/252 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=9.Opsf, BCDL=6.Ops/; h-18ft; B=45ft; L=29ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch 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 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 24)-0 wide Will rd between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 7-506,2=563. Thomas A Albani PE No.39300 M1Tek USA Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING-Veriry design parameters and READ NOMS ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 ew.10/0=015 BEFORE USE. Design valid Sir use onywM Mffek® Damocles. This cargo Is based only upon pa2metem shown, and Is foran IndiaWual building romponem no a Was system. Before use, me buipmg designer must wily the appgDeNly of design parameters and pmpedy NDomorate this deep she in. overall sonredesign.. Bracing in late prevent burJding of individual Was web sndlmchord members only. AddNenaltemporeryandpeimea.mbroong MiTek' Is abvays second for stability and to prevem coaapse wily, possible personal Injury and property damage. Forgeneralguldanceregardingthe fabduffon,storage,deWery,emWonadbmdngol WfsesaMWsfsystems,we ANSU lDualiy CModa, DS849 and BCSI Building Component 6901 Parke Esat Blvd. Saforylnlarmodon a flabkram TwoPlopinsMO0,219N.Leaatree4SuU312.Alexandria,VA22314. Tampa, 11 36510 Job Truss Type 01y Ply Walsh Residence T78074354 J38351 E03 Hip Pip 1 i Jab Reference (optional) N r,. rrc , re.ws4o 4x0 = 19 e.24U S JUI l4 2Ule MI I eK InGuSMOS, MC. 1 u8 bep lU UB:23432019 4x5 = Scale =1:49.3 lz 11 lU C Axe = 1x4 It 3x4 = 3x8 = U4 = tx4 I axe = 5-7-0 11-0-0 1T-8-0 z8-1-0 z6--0 ST.rI LLI1 Plate Offsets (X,Y)— 12:0-0-0 0-1-0] [4:0-5-40-2-0I [7:0-60 0-1-4] LOADING (psQ SPACING- 2-0-0, CSI. DEFL. in (IDc) Ydee Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.17 10-11 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.2411-12 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.41 Horz(CT) 0.10 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Metri%-MS Weight: 1481b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD 4-5: 2x4 SP No.1 BOT CHORD BOTCHORD 2x4SPNo.2 WEBS WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 7=1431/0-8-0, 2=1542/0-8-0 Max Horz 2=159(LC 7) Max Uplift 7=506(LC 8), 2=563(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2.3=2523/893, 3-4=20187768, 4.5=173Of724, 56=2022/769, 6.7=-2543/904 BOT CHORD 2-12=722/2158, 11-12=722/2158, 10-11=512/1727, 8-10=733/2178, 7-8=733/2178 WEBS 3-11=512/244, 4-11--215/446, 5-10=218/449, 6-10=532/256 Structural wood sheathing directly applied or 2-11-10 oc punins. Rigid ceiling directly applied orb-104 oc bracing. 1 Row at midpt 4-10 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf h=18ft; B=45ft; L=2911; eave=oft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed; porch left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pounding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10,0 par bottom chord live load nonconcurrent with any other live loads. 6)' This buss 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. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except 0=11b) 7=506, 2=563. Thomas A. Albani PE N4.79380 MiTek USA, Inc. FL Cent 6034 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FACE MI474TJ rev, IG/OM015 BEFORE USE. seress DesgnvalM for use onlywM MTeMMnnWOM, This design is based"upon pa tiers Shbxn, and iSlm M jMivdue Welling compomnL not ��®® 131, a buss System. Before use, the bull"g, designer must very Ore applica l0y of design parameters and properly hwryordte Ws design into Me overall bunfingdoegn. BrachghgkatedistopmvenlWTFJingelh6vidualimsswebanvarNabmemberonq AddAiOnaltemporer,ampermanentbrachg MiTek' b always reguimd for Noting and to prevent collapse wM posecTe personal injury and prapeM damage. For general luggage regarding the fabdntion,storage. de6vety, erection and begging 0 agues wM truss Systems,see ANSVI111 Duality Creeds. DSB49 and SCSI Building Component Sefetyleforeneon avagabkbmn Tmss Rl elnMW e,218N.LeoS O.Sute312NexandM.VA22314. 6901 Parka East am. Tampa, FL 36610 Job Truss Truss Type any Ply Walsh Residence T18074355 J38351 E04 Hip 7 1 Job Reference (optional) east Goast l was, YC Piston, tL 44"t, 8.240 5 Jul 14 2019 MI l ek lnauSVlea, MC, 48 = 1.4 II Asa = 4 19 5 20 6 09:23:442019 Pagel Scale=150.3 lL ll Y 44 3x4 = W = 3x4 = 3x4 = 44 = 0.0.0 I 14-0-0 I 1&&0 I 2&8-0 r Plate Offsets (X,Y)- 12:Edge,0.14I (4:05-4,0-2-0) 16:0.5-0 0.2-0) 8:0.0.0 0-1-0) LOADING (pat) SPACING- 2-0.0 CSI. DEFL. in (loc) 8de0 Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.23 9-15 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.32 9-15 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(CT) 0,10 8 n/a n/a BCDL 10.0 Code FSC2017/TPl2014 Matrix -MS Weight: 147 de FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4SPN0.2 BOTCHORD WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 8=1431/0.8-0, 2=1542/0-8-0 Max Harz 2=132(LC 7) Max Uplift 8=-506(LC 8), 2=-563(LC 8) FORCES. (M) - Max. CompJMax. Ten. -All forces 250 (M) or less except when she". TOP CHORD 2-3=2535/873, 3-4=-2187/824, 45=2210/866, 5-6=2210/866, 6-7=2195/829, 7-8=2554/883 BOTCHORD 2-12=-720/2179, 11-12=596/1891, 9.11=-600/1898, 8-9=732/2201 WEBS 3-12=-342/145,4-12=-182/392,4-11=131/514,5-11-479/116,6-11=139/508, 6-9=189/399, 7-9=3591155 Structural wood sheathing directly applied or 3-1-4 oc putting. Rigid Calling directly applied or 2-2-0 oo bracing. NOTES - I) Unbalanced mot live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=18ft; B=45ft; L=298; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL-1,60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree notation about its center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcu ent 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 fa between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atjoint(s) except Ot=lb) 8=506,2=563. Thomas A. Albert PE No.39380 MITek USA, Inc. FL C&A6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 10,2019 ® WARNING -Varlly Jexi9nparzmelen anJREAO NOTES ON MS AND INCLUDED MREH REFERENCE PAGE MlFI473 nv. 1e/WR015 BEFORE USE. Design India loruse oM rwM MTelc®rmnectora. This design is based only upon psa metere Mown, and is roan iralvival bu0tling wrtmoren4 not abusssystem. Batons use, Me buiamgdeWgnermuMt ryMeappDMblay INdespnp mmaterswd pmpedymooryor4Mthb design mtothemnall -•Y� buldugdesign. B=az g4Mlsaedisto PM"M u 9INMMm dMsswebmn wMONmembenony. MditionaltemporaryarApeimm.mbraUng MiTeK Is adiways required tar stability.nd to prevent ceaapsewM possibdie personal lryuryand pmpeM damage. Forgeneralguidanceregarding Me IBDdcaaon, StoreAe, delrvery,eredan end OmdrgINWssesaM Waa Systems,see ANSVRieueliiy Gr de,DS9419mdBCSIBuI/din9eomponent 69G4PaM1AEastlMd. Sefetylnyormaddn avalableboat Truce Plata InsM 0,218N.Lee3 d,Sul.312NexandM.VA22314. Tampa,FL M10 Job Truss Truss Type any Ply Walsh Residence T18074356 JM351 E05G Hip Girder 1 1 Job Reference o tioral �_s, ...,as„n.>o, R. Pis-, FL 34946 1-0-0 3.7-0 7-0-0 H-11-0 6.240 s uul ra m rn mu ex industries, inc. we Sep ro 09:23:46 rare Page i ID:INmub4goEcpdh37zljasEOyIN73kcF7M00Xrsma0oE9ogUzzbOBWs3gs66E OGMsdyf4EB 16842 2143-0 251-0 2841-0 1d0 3-7-0 350 I 4-11-0 I 4-943 4-11-0 N-0 3-7-0 I Scale= 1:50.2 5.8 = 4x8M185HS = 1x4 I 3x4 = - -- r 4 23 24 25 5 26 27 28 296 30 31 7 4x8 = 1.4 II 3x4 = Sato=4x8M18SHS = Ass = 3x4 = 1.4 II 4x8 = 3-7-0 I 7-0-0 11--Al -0 16A-12 2141-0 251-0 268-0 Pilate ORsets(X,Y)- [2:0-0-0,0-0-8) [4:0-6-0,0.2-8] 17:0.5-80-2-0] [9:0-0-00-0-121 LOADING (pat) SPACING- 2-D-0 CSI. DEFL, in (loc) gde8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 VergU-) 0.38 12-14 >902 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.5012-14 >683 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Inv NO WB 0.76 Horz CT) 0.14 9 n/a We BCDL lag Code FBC2017/rP12014 Matrix -MS Weight: 15411, FT=0% LUMBER - TOP CHORD 2X4 SP 270OF 2.2E'Except' 7-9: 2x4 SP No.1 BOT CHORD 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 9=283D70.8-0, 2=294210-8-0 Max Hoa 2=106(LC 24) Max Uplift 9=-1228(LC 8).2=1284(LC 8) BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or5-2-14 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=5181/2265, 34=.5272/2381, 4-5=6266/2851, 5-6=626612851, 6-7=6274/2855, 7-8=-5285/2388, 8-9=5204/2279 BOTCHORD 2-16=1945/4505, 1S-16=1945/4505, 14-15=2038/4716, 12-14=2721/6274, 11-12=2042/4721, 10-11-1966/4542, 9-10=1966/4542 WEBS 3-15=345/365, 4-15=327/630, 4-14�852/1997, 5-14=880/316, 6-12=913/319, 7.12=-857/2003,7-11=-338/644,8-11=362/380,8-10=264/90 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf,, BCDL=6.Opsf; h=188; B=45ft; L=298; eave=4h; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch 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 8s center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrenl 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 rd between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (jt=lb) 9=1228,2=1284. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 141 Ib up at 743-0. 179111 doom and 135 It, up at 9.0-12. 179 It, down and 135 It, up at 11.0-12, 1791b down and 135 Ib up at 13b12, 1791b down and 135 It, up at 14-4-0.179 b down and 135 It, up at 15-7d, 179 lb down and 135111 up at 17-7d, and 179 Ib down and 135 IC up at 19-7-4, and 181 Ib down and 141 Ib up at 21-8-0 on top chord, and 4081b down and 250111 up at 7-0-0, 98 ID down and 53 Ib up at 9-0-12, 98111 down and 53111 up at 11-0-12. 98111 down and 531b up at 13-0-12, 98 go down and 53 It, up at 14-4-0, 98 Ib down and 53 Ile up at 15-74, 98 Ib dawn and 53 Ile up at 17-7-4, and 98 Ib down and 53 ID up at 19-7-4, and 408 He down and 250 Ib up at 21-74 on bottom chord. The destgn/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albert PE No.39388 MiTek USA, Ina FL Cart 6634 69M Parke East Blvd. Tampa FL 33618 Date: September 10,2019 97E(S ®wARNrNG-Venly design paramenere and READ NOTES ON AND INCLUDED MITER REFERENCE PAGE Mll4473 rev. I&M0ra BEFORE USE. assess Design Valle for use only with MTcldsoamecbrs. This dedgn Is based any upon pammelen shown. end Is for an Individual Wilding mreponeM rot a tress system. Morgan use, the CUJding designer must verity the appG4Wilny of design peanmalen antl properly main v rate Mile design No the overall buiedingdeslgn. Bracing indented is to prevent WckoV ofiMMdual Vasa web andlar cJnN members any AtldNonal temporary and permaneN bracNg MiTek' Is always requited for stabiay and to prevent collapse with possible personal IM;uryand property damage. Forgeneral guldm¢e regarding the fabdradun,Moms. deliveryry ereation and belong b tlng Mtrossesauss systemee s,sANSy 1Duarly Cmeda,D5B419wnd BCSIBuflding Component gave Parke East BIW. Solsfylnharmal avauablefram Tmss PlatelnWWo.218NLee Sbeet.Sutle3lt Alexa ,VA22314. TagOa, FL 36atb Job Truss Truss Type pry Ply Walsh Residence T78074357 J36351 MV2 Valley 2 t Job Reference (optional) us4m w4oro miles mausmes, Inc, me bap iuua:[snB[ule Paget ID:INmub4goEcpdh37zijesEDyIN73-h_Nun4RnNUl lf6OYVSWR2OUjsfyNKAX WSKRx Wyf4E9 2 M 2KJ G w 11 Scale = 17.8 I LOADING (psq SPACING- 2-" CSI. DEFL. in (too) gde0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) TUB - Na 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.03 Vert(CT) Na - n/a 999 SCLL 0.0 Rep Stress Ina YES WH 0.00 Hoa(CT) 0.00 rda Na SCOL 10.0 Code FBC20177rP12014 Malnx-P Weight: 6lb FT=0% LUMBER - TOP CHORD 20 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. (Ib/stze) 1=6212-0-0, 3=6212-0-0 Max Horz 1=24(LC 8) Max Uplift 3=11(LC 8) Max Gmv 1=62(LC 1), 3=63(LC 13) FORCES. (Ib) - Max. Comp.JMax. Ten. -All forces 250 (Ib) or less except when shown BRACING. TOP CHORD Structural wood sheathing directly applied or 2-M cc incline, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0cc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops/; BCDL=6.Opsf h=18ft; B=451t; L=24ft; eave=oft; Cat. II; Exp B; 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) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load noncencumenl 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 1001b uplift at joint(s) 3. Thomas A Albanl PE No.39381) MiTek USA, Inc. FL Cort 6634 69U Parke East Blvd. Tampa FL 33610 Data: September 10,2019 ®WARNING - Verllx Oesign Para meters AdREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 nv, 1"312e15 BEFORE USE. Design vane ref Use Only WO MTeMCorrnectGR. ThIS design is based prat/ Mean pdtamerers antler. and Is firm gdeshaI WYNIIg CompoMN, Ad a Wss system. Safga Use, the budding designer mull Venythe apparabllty ofdesign parameters and pmped AWrp)mte Nis design eao me overall buid'mgdesign. BmGn9 irdkated lsdpreVSM buodngmmd'MWal Waa web andla Ubm memben pray. Adixtraltemppmryandpemgnembrachg MiTek' is afeaya required for stability and d Moved maapse wah passible personal injuryand pmpedy damage, Forgenemlgudancaregamingthe fabrication.momge,delivery eremon and bending efWsses and buss systems, add ANSUIPH CuatiryCroons, DS"9 end BCSl Building Component Salary lnrormagan TmSSMMOIAVWe.218NLeee 69o4 Parts East IVA. awabMh M,Sube312Alexandda.VA22314. Tampa. Fi. Seen) Job Truss Truss Type Gty, Ply Walsh Residence T78074359 J38351 MV4 Valley 2 1 Job Reference o banal u=sa rr. rto . r�.r.=.o 2x3 i ..'Au s 4unRzms Muexmdusmes,md. iueseptuu9:e4tbtzuta Paget 10:INmub4goEcpdh37zljasE0yIN73SZ2OP6UfgPPtWL77aD48gf68ctwGXXGy8lz7Yryf4E6 2x3 II Yl 3 Scale = 1:12.8 I LOADING (pal) SPACING- 2-0-0 CSI. DEFL. In (loc) Vde8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) nha - We 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.21 Vert(CT) that - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 n/a nha BCDL 10.0 Code FSC2017/TPI2014 Matrix-P Weight: 141b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, 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. (lb/size) 1=162/4-0-0, 3=162/4-0-0 Max Ho¢ 1=62(LC 8) Max Uplift 3=28(LC 8) Max Gray 1=162(LC 1), 3=164(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. -Ali forces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsg BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eave=411; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever leftand 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 fabricator to Increase plate sizes to account for mesa factors. 3) Plates checked for a plus or minus 0 degree notation 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 noncencurrenl with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3. Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Carl 6034 6904 Parise East Blvd. Tempe FL 33610 Bate: September 10,2019 ® WARNING -verify design Paramalwa and READ NOTES ON TMS AND INCLUDED a11TER REFERENCE PAGE Me 7473 rev. 10ION2015 BEFORE USE. Design valid forum any with MReMeconnedo s. This design Is based Only upon pardmelers shown, and Is for an Individual building Component not ��®® abusssyatem.Befareuse;iMbdWNgdeslpner MUAv MeappGr iblyafdesignpare em MdpmpedyhwN mtemisdedg WtomeawWI myY� buiWingdesgn. Bracing Indicated is to prevent tucking aflnfyydividual buss web anNatlmrd members my. Addilbltal tempareryand pelmanentbedhp MOW isalwaysre uW kr9ablWyarktopMv MmffapwwMpossiblepmws llyd l andpmpeMdamage. Forgeneralgukanceregarding Ite intonation. storage, deevery, eledion and braWg Mtmsses and truss systems,see ANSVIT41 Duafdy OYNeda, DSBd9 and BCS1 Bulld/ng Component Gaol Parts East Owl. SNeylMormaflon available ham Tmss Rate Mrs Wo, 21e N. Lee shed, Suae 3lZAlexandra, VA 22314, Temp., FL 06610 Job loss Tmss Type Dry Ply Walsh Residence T16074360 J38351 MV6 Valley 1 1 Job Reference lDotlDnall test Goa5t Iwas. YL Vnmce, Y!_M9p 8.240 s Jul 14 2019 Mil-ek Industries, Inc. Tue Sep 10 09:23:52 2019 Page 1 ID: INmub4goEcpdh37zljasEOyjN73-ZmCOCSU IR0(j8jhJ8xbNDSeFBHACG_WSMyjg4Hyf4E5 3 2x3 i 2x3 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vde8 Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) n1a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a - Iva 999 BCLL 0.0 Rep Stress Ina YES We 0.00 Hoa(CT) 0.00 n/a Na BCDL 10.0 Code FBC201TTPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=262/6.0.0, 3=262/6." Max Hoyt 1=100(LC 8) Max Uplift 3=46(LC 8) Max Grav 1=262(LC 1).3=265(LC 13) FORCES. (to) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown Same = 1:17.8 PLATES GRIP MT20 244/190 Weight 211b FT=0% Structural wood sheathing directly applied or 6-0-0 0o purlins, except end verticals. Rigid ceiling directly applied or 10-D-0 oc bracing. NOTES- 1) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst,, BCDL=6.Opst, h=18ft; B=45ft; L=24ft; eave=oft; Cat. it; Exp B; 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) Gable requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Wit Tit between the bottom chord and any other members. 7) Provide mer�haniral connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3 Thomas A. Aibani PE No.39380 MiTek USA Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING -Vedry Qesipn paramalers and READ NOTES ON IRIS AND INCLUDED MITEK REFERENCE FAGEMM114T3 rev. I"MOIS BEFORE USE. Design valid truss antywdh ViTeltaacobnectols. This design B based ony upon paamelers shown, end la fro en indivklual bugling component nth atmusystem. Before asathe buildingdeelgnermuMvanlylhe appliobildyrAdesign parameters and pmpedy, hoomrsle ImSdedgn into Dao,aml bulldhgdeslgn. Baamg ndicaledlstoprewMbualing eflnewiduallmasweb anWarchand membersony. AGdilbnaltempoaryand pennanentbacing Welk* Is always required for stability and to pmvem earapm with possible personal injuryand property damage. For genial gulamme regaNirq the falmortan, stmarl delivery, eredin, and baling afbmsea and buss"ams, see ANSUIPH Duelllyafteda, DS1129 and RCSI Building Component 6904 Parke East Blvd. Sohylnlarmmion areaable Rom Toss MMl InstaNe,218N.t Sbeet,Suae312,Aloandr ,VA22314.. Tampa, FL MID Job Truss Truss Type Oty My Walsh Residence T18074361 J38351 MV8 Valley I 1 1 Job Reference (optional) 0 .44us4ui ir<u IUMIcrinausmes,mc lueaepiuua:za:.,u,B rage, b4 ID:INmugoEWdh37zljasEOyjN73-1yMgoVwCOfamtGVie5d4BSlgcS7GiF cSEgyf4E4 Scale=1:2 e 5 4 m ' ix4 II 2x3 II LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udefl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(ILL) We - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Ven(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(CT) 0.00 n/a Me BCDL 10.0 Code FSC2017/rP12014 Matrix-P LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=120/8-0-0, 4=150/8-0-0, 5=453/8-0-0 Max Horz 1=138(LC B) Max Uplift 4=26(LC 8), 5=79(LC 8) Max Gran, 1=120(LC 1), 4=152(LC 13). 5=459(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -. All forces 250 (lb) or less except when shown. WEBS 2-5=-368/134 PLATES GRIP MT20 244/190 Weight: 31111 FT=0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 Be bracing. NOTES- 1) Wind: ASCE 7-10; VuH=160mph (3-second gust) Vasd=124mph; TCOL=9.0psF BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Erp B; 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 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 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 4, 5. Thomas A. Albert PE No.39380 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Data: September 10,2019 ®WARNING- lwldvdwfgn parom rem and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MI14473 my. 1a/nY3015 BEFORE USE. Design valid far use onywilh MITek®oonne ors. This design is based only upon parameters shown, and is for an Individual building component,nth a truss system. Befam use, the building designer mustwny ale applicability N design paramefars and prepedyinmmonse she design into the overall buildingdesign. BracNg Mounted is to prevent butldog of individual truss web ands word members only. Adediona temporary and permanent bradng MiTek' Is always requlred far stabiNy and to prewnt collapse with possible personal inlury and property damage. For general guidance regarding me lidaoaaon, storage, delivery. erection and bradrg Nbusses and buss systems. aee ANSf/rPlf Duality Cdfeda, OSBA9 and SCSI Building Connamerd 6904 roe East Blvd. Saretybformaffon available from Truss Plate lnstbule, 218NLea SIreN, Su4e 312, Nexandna, VA 22310. Taws. a6610 Tampa. Job Truss Truss Type Ory Ply Walsh Residence T18074362 J38351 MV10 Valley 7 t Job Reference (optional) u s4m wquremuexmcusmes,mc. tuesepiuua:zq:nrzuly rages ID:INmub goEcpdh37zljasEOyIN73-CopVZkR9uWR2ypMLN?CWpzOVGX6bjwMDg?vO4yf4EA Scale=1:28.6 3 2x3 �; 5 q 1x4 11 2x3 II LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/TPI2074 CSI. TC 0.66 BC 0.35 VJ8 0.09 MaMxS DEFL. VeIt LL) Verl(CT) Horz(CT) in (roc) Well L!d ma - flat 999 nda - f/a 999 0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 401b FT=O% 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=168/104-0, 4=197/10-0-0, 5=559/10." Max Harz 1=176(LC 8) Max Uplift 4=-35(LC 8), 5=98(LC 8) Max Grew 1=168(LC 1). 4=199(LC 13), 5=565(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-447/161 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh, BCDL=6.Opsh h=18ft; B=45ft; L=240; eave=4111; Cat. II; Exp B; Encl., GCpF:0.18; MWFRS (directional); cantilever left and fight 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 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 nonconcurrerd with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 He uplift at joint(s) 4, 5. Thomas A. Alban! PE No.39389 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 31010 Date: September 10,2019 ®WARNING -Verify tlevgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1&I-0473 rev. 1WG312e15 BEFORE USE. Design valid for use only wM MTek® connedars. This design Is based only upon parameters shown, and is for an individual bugdirg component not a mass system. Before use, the building deSgner must verlythe approbift of deep parameters and proped&wr rme this deal, mm the overall buildingdesign. Bracing indicated late prevent buWing or mdlmdualtruss web anderchord members only. Addnionaltemporeryandpermanentbracing MiTek- Is always required for stability and to prevent maapse with possible personal injury and property damage. For general guida ea regardir l fabrication. Storage, delivery, erection and bratty Mousses and buss systems,see ANSVIPIf Dually Crneda, USba9 and SCSI Building Component Beat Parke East Blvd. SMefylnfnrmdlon a bblefrom Trues Plata Inablate,219N.Lea Sired,Sufte312,Alexandria,VA22314. Tampa, FL 36610 Job Truss Truss Type City Ply=1heT18074363 J38351 MV18 Valley 1 (optional) 5.240 s Jul 142019 MiTek Industries, Inc. Tue Sep 10 09:23:48 2019 Paget ID:INmub4goEcpdh37zliasE0yjN73-h Nun4RnNU11f60Yv5WR2OUj4fyUKAXWSKrrxWyf4E9 flM b3 i 6-+1G73RSI LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) gde0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 VertI LL) n/a - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL , 1.25 BC 0.02 Vert(CT) n/a - Na 999 SCLL 0.0 ' Rep Stress Ina YES WE 0.00 HOR(CT) -0.00 2 DIG n1a BCDL 10.0 Code FBC2017rTP12014 Matrix-P Weight: 4111 FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=52/1-8-0, 2=42)1-8-0, 3=10/1-8-0 Max Hoe 1=20(LC 8) Max Uplift 2=15(LC 8) Max Grav 1=52(LC 1), 2=43(LC 13), 3=21(LC 3) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 143-0 oc puriins. BOT CHORD Rigid ceiling diready applied or 10-M oc bracing. NOTES- 1) Wind: ASCE.7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=2411; eave=oft; Cat. II; Exp B; 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle a 6-0 tall by 2-0-0 Wide Will fit between the bottom Word and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSlrrPI 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 1001b uplift at joint(s) 2. Thomas A. Albani PE Ng.39380 MiTek USA, Inc. FL Cart 6634 G904 Parke East BNB. Tampa FL 33610 Data: September 10,2019 ®WARNING - vainly design panmele s and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII-7473,al IWO3Q015 BEFORE USE Design valid for use Only With MReLffi connectors. This design Is bash only upon parameters shoan, and is (wan imirfidual building mmponeM net,. Sal, a lass system. Before use, tM blliWNg designer must verify the appGGblffy INdealgn Parameters and property nox,rombe this design me, Me nereal buldingdesign. BracmgImicatedistoprevent buthlingdindi,ndualtrussivebandforohordmembers my. Additional tempormy and permanent bracing MiTek' is allays required for stability and to pmwM wRapse wlm possible persowl Injury and pmpemy damage. FOrgeneralguidamoregardingthe labn.flim.Storage. deanery. erection and bracing ofWsses all truss systems,see ANSIRPIf Duality Criteria, DS"9 and Best Building Component Safetylnlarmadon avarlaOle iron Tmss Plate ln9aule, 218 N. Lee Slreel, auae 312, Alexandria, VA 2914. 6904 Parke East Slid. Tampa, FL W10 Job Truss Truss Type Qty, Ply Walsh Residence T18074364 J38351 J. MV38 alley 1 1 Job Reference (optional) as i 0 .e5u s Jung zU,v mnex mausmes, Inc. me Jep 1uuv:2.LJu zultl Vogel ID:INmubE0 4goEcpdh37zijasyjN73dNUeCmT1v5HOVPYwiWZv7RZ?BTbio4lpveEZ?Pyf4E7 2x3 II tJ 3 Scale: 1'=1' LOADING (psf) SPACING- 2-0-0 CSI. OEFL, in (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) Na - Na 999 MT20 244/190 TCDL 20.0 Lumher00L 1.25 BC 0.16 Vert(CT) rda - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-P Weight: 121b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=145/34&0, 3=145rM-0 Max Horz 1=55(LC 8) Max Uplift 3=-25(LC 8) Max Grav, 1=145(LC 1), 3=147(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 3-8-0 oc purlins, .except end verticals. Rigid ceiling directly applied or 10-0-0oc bracing. NOTES. 1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf, BCDL=6.0psf, h=18tt; B=4511; L=24ft; eave=4ft; Cat. II; Exp B; 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. Thomas A Albani PE Nc.39380 MiTek USX Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33670 Date: September 10,2019 ®WARNING- Verify designparemerers anOREAD NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE MU-7473 rev. IOIOMO15BEFORE USE. Design valid fcruse onywnb MRekS lannectora This design is based only upon pammMm shown, and is for an IMividuad buitGng componem, nod ��- a Vuss system. Before use, this buildOg designer must v rdythe appgrabilxy of design parameters end propedy mee"I i this deep bdothe overall buildmgdesign. Braiding Indicated into p(evem tucMing of individuadbuss web andrar Nord members only. MdNonaltempomWandpermanembradng MiTek' is always required for stabilhy and to prevent collapse with possible personal injur and papedy damage. Forgenerelguidancoregardingthe tabdcoaon,sbrage, degvery,eretlion and bating of WsseseM boas systems.see ANSlinlif Quality Crtteda, DSB89 and SCSI Building Companerrt sacs Parke East BIM. Salelyhawwegon aviUbleI Truss Plate IngMe,218NLee Street.Suds312,Alexandria,VA22314. Tampa, FL 35810 Job Truss Truss Type pty plyA]WalsheT18074366 J38351 PB2 Piggyback 2 (options[) ua, r•. n=, Luc=-,o d.Z4u s JUI 14 ZU18Mll¢Nlneustnes,lne. Nebep1009:23:542019 Pagel ID:INmuMgoEcpdh37zliasEOyjN73-V8k917 WYzKnRN I riGMdrlHkhv4_muaOgGCn8Ayf4E3 scale =1:17.6 4,e4 = 4x4 = 3 4 8 7 2x4 = 1x4 II 1.4 11 2x4 = LOADING (psp SPACING- 2-D-0 CSI. DEFL- in (roc) UdeO L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.21 Vert(LL) 0.00 6 Nr 120 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Ven(CT) 0.01 6 Nr 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-P Weight: 291b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudin, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. All bearings 7-2-15. (lb)- Max Hart 2=46(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 8, 7 Max Grav All reactions 2,90 Ib or less at joint(s) 2, 5, 8, 7 FORCES. (lb) - Man. Camp./Max. Ten. -All forces 250(I1b) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=6.0psf, h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent 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 connecUon (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 5, S. 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Thomas A Albert PE Nd.39380 MiTek USA, Ina FL Cart 6834 9904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING -Verily design Parameters and READ NOTES ON THIS AND INCLUDED M1IITEK REFERENCE PAGE M14I473 rev. I&M015 BEFORE USE. ' Designyaidf UwonywMMReMCdnnWOm.Tbsdesign Isb Monlyuponparametemshown,andis MraniMivkual W9diNcomponentnot Lai a truss system. Befine use, no building designer must verify no app9eabirty of design parameters and pmpeMm Nryered missionNis design hold Na drdi buildingdeugn. Bracing indicated is to prevent Waling clindMdualbuss web andlor Nord members Dommry carry. Mramenaltepdandpemsanembmoing MiTek' Is always required cor Mobildy and to prevent ordapse wen posdele personal injury and property damage. Fdrgenmuguidanceisgareingtba fabrication, Storage, dethery, erepion and bmdng of Wsses and also systems. see ANSV7711 Quality Cnrerta, DS849aDo BCS1 Building Compdneat 6904 Parke EeSt Blvd. SsreylnTomlffilon av able hdm Truss MMe inStkWO, 218 N. Lea sheet S ft83l2, Me drla, VA22S14. Tampa, R 36610 Job Truss Truss Type Qty Ply Walsh Residence T78074367 J38351 PB3 Piggyback 7 1 Job Reference (optional) u240 B Jul 14 2019 MiTek Industries, Inc. Tue Sep 10 09:23:552019 Page 1 ID:INmub4goEcpdh37zljasEOyjN73-zLIXFTXAkdvl7AQup394gVGrMUIKTLWy3wxKhcyME2 3x4 = 6 2x3 = 1.4 II 2x3 = 9-1-10 LOADING (par) SPACING. 2-G-0 C51. DEFL, in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.01 5 nfr 120 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.02 5 air 120 SCLL 0.0 ' Rep Stress Ina YES WB 0.05 Horz(CT) 0.00 4 We Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 281to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=235/7-2-15, 4=235/7-2-15, 6=344/7-2-15 Max Horz 2=-53(LC 6) Max Uplift 2=-57(LC 8), 4=57(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Id) or less except when shown. WEBS 3-6=254/43 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (&second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=18ft; B=4511; L=24ft; eave=oft; Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ;'Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 par 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 sham and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of wlthstanding 10016 uplift at joint(s) 2, 4. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albani PE N%39380 MiTek USA, Inc. FL CeM6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 10,2019 AWARNING -Vann, design paiamerers and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGEMII-7413 rev. 10/0]rzOfS BEFORE USE. ' Design valid far use only wet Miracle conneMors. This design is based any upon parameters shown, and Is for en indivlduM builting Componen4 net Lai a Dun system. Before use, the building designermust vefiy the appacabift x6foign parameters and properly reception. This design ka ina overall buiMmgdeslgn. BmdngindaratedislopmwMWu iingof NdindualhusswMw&orchodmem mwrs ,. Addinonaltemporarya,dperanneMbrasing MOW shows requited for stability and to preva d Collapse wet possible personal injury and property damage. Forgeneral guidance regarding me fabrication, 9orage,delivery, emaOon Cotl broil, ofhusae, and truss system, see ANSM11 dually, CCRda, DSB-B9 and SCSI Building Component 6904 Parke East Blvd. SMeylnfomration available ham Truss Plate Institute, 218 N Lee ahem, Suite 312, Alexandra; VA22114. Tampa, R Sol Jab rugs Truss Type Dty Ply Walsh Residence T18074368 J38357 V1 Valley 1 t Job Reference (optional) s, me we out,m ue:w:x mIa rage i ID: INmub4goEcpdh37zljasEOyjN73SXNSpYOVx19dK74NmgJNip4MugVCoWhHahuD2yf4E1 6.00 12 2x3 i 2 3 Scale =1:6.1 LOADING (pat) SPACING- 2-0-0 CSI.' I DEFL. in (hoc) pde0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 VailWe - Na 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 SC 0.01 Vert(CT) We - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 Na , n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 3lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 1-4-0 cc putting. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0cc bracing. REACTIONS. (lb/size) 1=36/1-4-0, 2=29/1-", 3=7/1-4-0 Max Horz 1=14(LC B) Max Uplift 2=11(LC 8) Max Great 1=36(LC 1), 2=29(LC 13), 3=14(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eavese4ft; Cat. It; Exp B; 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live lead 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 lit between the bottom chord and any other members. 7) Bearing at joints, 2 Considers parallel to grain value using ANSpTPI 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 100111 uplift at joint(s) 2. Thorns, A Wbani PE No.39360 MiTek USA, Inc FL Cart0634 6906 Parke East Blvd. Tampa FL 33610 Date: September10,2019 AW UB dNG -Verily design paramems,s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473mv 10,014015 BEFORE USE. Benign wild argues onywah MTeMomnectors. This design Is based ony upon parameters shown, and Is bran usliVeure buOding component, nd ��• a truss system. Before US,Ore building designer must very the apphiscoll of design parameters and properly Ncrmrrate this design into the evema ��-��.YYY■ tiuildingdeelgn. Bracing lnliemers is to prevent bantling of mdivldual truss web Earlier Hard members only. AddWnaltemprmryaWpmmanedbracblg MiTek' Is aMays ms air d for stably and to prewem cogap. wtlh possible personal injury and pmpEM damage. For general guWe. regaNiig the fabrication, Storage, delivery, eadagn end baseball of tromeS and truss systems, see ANSUTPN duality Crfieds, DSB89 and SCSI Building Component 69g4 Padm East BIM. Sefeylnformatren ..IA bkemm Truss Plataln93We,218N.Lee Stmet.Suae312A1exandaia.VA22314. Tampa.R. 38610 Job mas T1uss Type Dty Ply Walsh Residence T18074369 J38351 V3 Valley 1 1 Job Reference (optional) 6Z4U s Jul 14 ZU19 MI I ex industries, Ina I ue Bep 1U U9:24:UB 2U19 f age 1 ID:INmub4goEcpdh37zijasEOyjN735mFZzwhKgdYS3AwO4lt7sEJ5ojrVODUS2Rb WdMyf4Dr Scale=1:11.1 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n1a - Na 999 MT20 2441190 TCOL 20.0 Lumber DOL 1.25 BC 0.12 Ven(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES NB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: ll lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (Ib/size) 1=128/3-4-0, 3=128/3-4-0 Max Ho¢ 1=49(LC 8) Max Uplift 3=23(LC 8) Max Gmv 1=128(LC 1).3=130(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-D-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCD1_=9.0psf; BCDL=6.Opsf; h=18ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight 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 par bottom chord live load nonwncurrent with any other live loads. 6) ' 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3. Thomas A- Albani PE No.39380 MITak USA; Ina FL Cart6634 9904 Parke East Blvd. Tampa FL 33610 Data: September 10,2019 ®WARNING - Verily 0esignpammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE VS7473rov IMM015 BEFORE USE. Design wIM for use ontywM Mirek®connectore.Thisdesign is based ony upon pammNereshown, and is for an individual building campanem, not abuse system. Before use,the building designer must verify the app@sblliyofdefippemmetessend property mom arelethisdesign docitheoverall Flo building design. Bracing(Wicated is to prevent burkbng ofindiImSiltrusswebandlachoNmeritsmony. AddNonitimSpowyaMpemimentbracmg MiTek' IsalwaysmqulredfarslabiNyandloprevaramllap.WAhpossiblepe=mlMlugwdpmpedydamage. Forgenemlgukanceregardily Ne fabrication, Storage. delivery, election and bmdng oftmsses and buss systems,see ANSUTPH Qualify CMeda, DSB89 and BCV Building Component 6904 PaAa Earl Blvd. Saflyrafneadon avalableham Toss Plate Ingdu0,218N.LeeS 0,Suite312,Alexandra,VA22314. Tampa. FL 36610 Job rasa Truss Type Oty ply Walsh Residence T18074370 J38351 V4 Valley 1 1 Job Reference o tional O.Lqu aJ-114 Lm a mii eK maustries, Inc. I us sep 1 u 09:2q:u02ul V rages ID:INmub4goEcpdh37zljasEOyjN73-SraRzwllKgdYS3AW 04It7sEJ6bjksODUS2RbWdMyf4Dr 2x4 = 2 Base =1:7.7 LOADING (pst) SPACING- 200 CSI. DEFL. In (loc) VdeO Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) Na - nla 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a - last 999 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Hom(CT) 0.00 3 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 11 lb FT=O% LUMBER. TOP CHORD 20 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=138/400, 3=138/400 Max Harz 1=17(LC 6) Max Uplift 1=11(LC 8).3=-11(LC 8) FORCES. (Ib)-Max. Comp.lMax.Ten.-All forces 260(lb) or less except when shaven. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. 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) Wnd: ASCE 7-10: VuH=160mph (3-second gust) Vasd=124mph; TCDL-9.Opsf; BCDL=6.Ops1; h=18ft; B=4511; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about 8s center. 5) Gable requires continuous bottom chord bearing. 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 200 wide will rn between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. Thomas A Albani PE No.39390 MIT* USA, Inc FL Carl e634 6904 Padre East Blvd. Tampa FL 33910 Date: September 10,2019 ®WARNING. Venly de519nparamwers anOREAD NOTES ON THISANDINOLUDED MITEK REFERENCE PAGE MII-0473 n¢ 10,030015 BEFORE USE. assign valid for use 0ntywah MReMoannactors. This design Is based only upon panmalers shown. and Is foran hx lW uai annam mmponeq not �]e� a Voss system. salons use, the btdiding designer midwsifytha epplaabifayofdesgn pammelers and pmpedy wMerale this design into Na o"Mil ■�;;Y� bWkngdesign, Bracing iMicated is to plownt buoldi of Individual tma9 web andfor daN member only. AddalanallempomryeiMpennanomionsng Mllek• isaWMregubedbfstabifyandtopre MmaapwwMpossiblepersonalinlurymdpmpeydamage. ForgeneralguidanOeregamingma faMragon,storage, deMery, erection antl among oftnums and buss systems,aee ANSITTPII Dually CMods, DSBA9 and BCSI Building Component 6901 parts East BW. Saleylnsomatlon avagablelmm Tmss PMeln=We,21a N.Loe maLSuae312,Nexmdda,VAM14. Tampa, FL 36610 Job Tnlss Type Piy Walsh Residence [as T1807437f J3B351 VS Valley 1 ID 1 Job Reference (optional) a Gap .ua:'R:aa'Ore raga1 10:INmub4goEcpdh37zijasE0yjN73-Z18gBGiyRxgJgKVae7PMPSr5770vlgkcHSK49oyf4Dq Scale =1:16B 2 3 2x3 i 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.85 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.43 Vert(CT) ma - n/a 999 SCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa CT) 0.00 ma ma BCDL 10.0 Code FBC2017rTP12014 Matrix-P Weight: 191b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=228/5-0-0, 3=228/5-4-0 Max Hom 1=87(LC8) Max Uplift 3=40(LC 8) Max Grav 1=228(LC 1), 3=231(LC 13) FORCES. (Ib) - Max. COmpJklax. Ten. -All forces 250 (ID) or less except when shown Structural wood sheathing directly applied or 54-0 co purlins, except end verticals. Rigid Gelling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1=160mph (3-second gust) Vasd=124mph; TCD1_=9.0psU, BCDL-6.Opsf; h=1811; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.16; MWFRS (directional); cantilever left and fight 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 psf bottom chord live load nonconcurrent with any other live loads. 6) a 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 240-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3. Thomas A. Mbani PE No.39380 MiTek USA; Inc FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING. Ve ity design parameters and READ NOTES ON THIS AND INCLUDEDMITEx REFERENCE PAGE haff Af?srev. 10,032015 BEFORE USE. Design valid tar use only arm MRek® connectors. Me design Is based only upon paammers shown, and le for an InalNdual buildilg aampcnem, am w E IS a Me system. Bef ve, use. the bwldIng designer must verify are applicabilityof design paeters and property incor onge this design Into the overall buildingdesign.BaWr) mounted Gas prevent budding or nalMdual Was web andlm lard members only. Mdhlonm temporeryaM celmanenl tracing WOWIs always wa lred for stealer and to prevent collapse with possible personal Injury and propertydamage. Forgenamlguldwsuregardiig0le fabK.t.n.notag.,deavery,emdionwdbmWgoftmsses and W3a systems ANS117I1 Quality crude, DS"9 and BCS1 Banding component Saleylydgrmaflon availabb ham Truss Plata Inamme.218 N. Lee acid, 8uae 312.Alexandiia. VA22314. 69a4 Parke East BIW. Tampa FL 36610 Job Truss Truss Type Ory Ply Residence T76074372 J38351 Valley 1 1 �Walsh Job Reference o tional ru S del..1..vm.EhIn.11EUmS,mG me aep wua:zq:w m,B rage, ID:INmub4gGEcpdh37zliasE0yjN73-I DICOciaCE0AIU4mCfwbxf00DX01 U7OM4diEyf4Dp 5 4 2z3 ' 1x4 II w II LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vertfi-Q n/a - n/a 999 TCDL 20.0 Lumber DOL 1.25 BC 0.18 Vert(CT) We - We 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Hom(CT) 0.00 n1a nfa BCDL 10.0 Code FBC20171TPI2014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=10817-4-0.4=13717-4-0, 5=412/7-" Max Horz 1=125(LC 8) Max Uplift 4=24(LC 8), 5=72(1-C 8) Max Grev 1=108(LC 1), 4=139(LC 13), 5=417(LC 13) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250.(Ib) or less except when shown. WEBS 2-5=-3341122 Scale =1:21.1 PLATES GRIP MT20 2441190 Weight: 291b FT=O% Structural wood sheathing directly applied or 6h0 cc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0cc bracing. NOTES- 1) Wind: ASCE 7-10: Vuk=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp B; 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) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING Venly desIm parameters and READ NOTES ON THIS AND INCLUDED MIT£K REFERENCE PAGE MII-7473 m, 10/OM015 BEFORE USE ' Design valid far use onlywnt virekgbc moron. This design Is beam only upon perainetem shown, and is for en Individual building component, not a buss system. Before use, the building designermust venfy me al), oobilityordpa esigh rameter end properly ncerixode Nis design intome overall building design. Bracing Indicated is to prevent buckling of mdidual cuss web amlor clued members why.Amirtonal temporary and permanent bracing WOW Is always required for stabibty and to prevent collapse win possible personal irryury end pmpedy damage. Forgeneralguidarlceregamingthe fabncalioq storage, delivery, eredion and bradng ofbusees ant buss systems, see ANSV7(Nt Quafity Crireda, DSB4r9 and Best Building Component 6901 Parke East Bhd. Saferylnfanna0on available bom Truss Plate lnaNNe,218 N. Lee 51me1, Suae 312, Alexandra, VA22314. Tampa, FL MID Job mss Truss Type Cry Ply Walsh Residence T18D74373 J38351 B Valley 1 1 Job Reference (optional) an'uod, m r surd rage 1 ID:INmub4goEcpdh37zliasEOyjN73.VOFacxjCzYw1weezlORgUt YI 13DaVukPpBEhyf4Do 4-0O 8-0-0 A." 4-0-0 Scald=1:15.1 3x4 = 2 4 2X3 i 1.4 II 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) gdeg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) me - Na 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.20 Vert(CT) We - Na 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.05 Hom(CT) 0.00 3 n/a n1a BCDL 10.0 Code FBC2017rTP12014 Matrix-P Weight: 251b FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (IMsize) 1=173/8-0-0, 3=173/8-0-0, 4=330/8-0-0 Max Horz 1=43(LC 6) Max Uplift 1=28(1_C 8), 3-28(LC 8) FORCES. (lb) - Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; hat Bill 6=451; L=24111; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 7) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3." 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 100111 uplift atjoint(s) 1, 3. Thomas A Alban! PE No.39300 MiTak USA, Inc. FL Can 6634 6904 Parke East Blvd Tampa FL 33610 Date: September 10,2019 ®WARNING -Vanity assign paramelers and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473'e . 1m032015BEFORE USE. Design WIN far use onywah INTek®omnerton. This design Is based any upon parameters Morn, and Is for an Msfiddual building mov omm not a Muss system. Before use, the busing designef MMAWrify me appambg4y a diesign parameters and property Mmlpomte this design into the owratl ..Y�• bulldingdeu,. BmdngilidimtedietopreventbucklingofNdlNdualWsawebenmwrJloNmemSersany PddahnAtemporaryalMpermanentbrazing Wek' Is always required for Stability and to prevent m0apse with passible personal Njury and property damage. ForgeIi n l vidanm regaldin9 the fabrlm0on,storage. detivery, ereauon and bmdng oftmsses and buss systems,sea ANSUrP1l Quality Crkeda, DSBa9 and SCSI Building Component 6901 Papa East BM. Saraylnhandan eat amflable from Tmss Plate InMkWa, 210 N. Lea Sheet, au4e 312 AlexandM, VA22314. Tampa, R MID Job Truss Truss Type Oty Ply Walsh Residence T18074374 J38351 12 Valley 1 1 Job Reference (optional) 024U S Jul 14 ZUIU MI I eK InaUSlneS. me. 1 IN, Uep lU Ua:Z3:b/ 2U1a Scale - 1:21.5 M•18 3x4 O 1.4 II 3x4 1 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (hoc) Vast L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) ma - ma 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.52 Vert(CT) ma - ma 999 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz(CT) 0.00 3 ma ma BCDL 10.0 Code FBC20177rP12014 Matrix-S Weight: 391b FT=G% LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 OTHERS 20 SP No.3 REACTIONS. (Rd/size) 1=246112-0-0.3=246/12-0.0,4=584/12-M Max Hom 1=68(LC 6) Max Uplift 1=33(1_C 8), 3=33(LC 8). 4=21(LC 8) Max Grav 1=249(LC 17), 3=249(LC 18), 4=584(LC 1) FORCES. Qla) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. WEBS 2-0=416/64 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-4oc puriins. BOT CHORD Rigid ceiling directly applied or 10.0-0 of; bracing. NOTES- 1) Unbalanced mot live loads have been Considered for this design. 2) Wind: ASCE 7-10: VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst,, BCDL=6.OpsY h=18ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 100 lb uplift at Joint(s) 1, 3, 4. Thomas A A16eni PE No.39380 MiTek USA, Inc. FL Cat6634 6904 Parke East Blvd. Tampa FL 33810 Date: September10,2019 ®WARNING -Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII44b re'. 10/e3R015 BEFORE USE. Design wad refued only web A4Te9IDcameROm. TNe design Is based "epM pa2mNR BsboNT, and IS for an IMIMEual b Uffin, eo ,unnedl, net �*e a Wss system. Before use, Me building designer mualver i, applicability of deop parameters and pmpedy Nwrporeta sea design into are oswml buidingdeslgn. Bracing indicated Is to prevent toOdingo�NMMdualtress web ands,Mind membemonry.Addalonaltemp0rery and pmmenembrecing MITek' b aware re,ulredfarstabibty and to grease conepsewM possible personal injuryand property damage. Fergeneralguldanceregardingtae falamatlon,storage. deavery. erection end snaring ofkusses and Vasa systems, see ANSVTPN Qualify Cllteds, DS649 and Best auading Component Ba51B1W, Sareyrnbrmorlan a flablefmm Tmss Plalelns Ue.218N.Lse Sbem.B fte312.Nexandrla,VA22314. Tam ,R Tampa, R 36610 Job Truss Truss Type pry Ply=tional) J38351 V16 Valley2 u.c.vaaw ,. era=nn dart n,uuamo, nth, me aep rvuc.w aomm regal Scale=1:27.9 4%4 1.4 II 2x4 II 3 10 4 5 U4 �S 9 8 7 6 1x4 II 1.4 II 1.4 II 2x4 11 LOADING (psf) SPACING- 2; CS'_ DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL .25 TC 0.47 Vert(LL) n/a - n1a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Vert(CT) nia - rda 999 BCLL 0.0 Rep Stress Ina YES V48 0.11 Horz(CT) 0.00 6 rda n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-S - Weight: 671b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied Or 6-" Go purlins, BOT CHORD 2z4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16.0-0. (Ib)- Max Horz 1=151(LC8) Max Uplift All uplift 100 Ib or less at joint(s) 6, 9, 8, 7 Max Grav All reactions 250 Ito or less at joint(s) 1, 6 except 9=474(LC 13), 8=410(LC 13), 7=495(LC 14) FORCES. (Ib)-Max. COmp.IMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-9=382/138, 3-B=291/94, 4-7=330/112 NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsF BCDL=6.Opsf; h=1Bft; B=45111; L=24ft; eave=oft; Cat. II; Exp B; 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 pending. 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 nonconcortent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 6, 9, 8, 7. Thomas A Alban! PE No.39380 MITak USA, Ina FL Cart 6634 6904 Parks East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING- Verity tlesl9n Pascoe ten and READ NOTES ON THIS AND INCLUDED MITEK NEFENENCE PAGE M0.TV3 rev. 1 &MOI5 BEF08E USE. Design va1B far use Dais wM MTekdr connectors. This design Is based only upon parameters snovm. and is for an Individual whom, component, not a truss system. Before Use. be b ikigdesigner must vedfy the appgcatity of design parameters and ppeM Noamonde MIS desgn into the owmfl bull4Ngdeslgn. Bracingi,d edistoprevembuatingOhdMduWl 33webandlw Uordmembemwty. Adddonaltemporsryand,smmertlowi; MiTek' Is always required for stability and to preveMmllapse wM possible personal injury and propedydamage. For gene al pidame regarding the blariratlon,storage, delivery. emotion and bredng ofbumes and Was systems,see ANSVTP/f CUaINy Cdfeda, MB49 and SCSI Building Component Sees Parke East Blvd. Solmyl.M.Am.n evadable fmm Trvss Plate Ina We, 21a N. Lee Blreet, Suite 312, Aleaandria, VA22314. Tampa, FL 3aa10 Job rvsa Truss Type pry Ply Walsh Resitleno9 T18074376 J38351 V76B Valley 1 1 Job Reference o tional a.zRV s 4ungzuiU mDeK InOUSUMS. Inc. 1uefiepluua:zdaazule Pagel ID:INmub4goEcpdh37zljasEOyjN73-s6X24mhnsPkUokf2vD0?LRVa5gLP827zXvYgNyf4E_ Scale=1:27.0 4x4 = 3 3x4 i 8 7 6 3x4 Q 1x4 II 1.4 II 1.4 II 16-0-0 18-0-0 l LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) gde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(-L) We - n1a 999 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Ina YES WB 0.08 Hoa(CT) 0.00 5 Na Na BCDL %0 Code FBC20171TPI2014 MatrixS Weight: 58 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 60.0 0o purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0Go bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 1S.". (Ib)- Max Horz 1=93(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6, 8 Max Grav All reactions 250 lb or less atjoint(s)1, 5 except 7=336(LC 1), 6=440(LC 14), 8=440(LC 13) FORCES. (III) -Max. Camp./Max. Ten. -All farces 250(I1g) or less except when shown. WEBS 3-7=-26077, 4-6=351/124, 2-8=-351/124 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. 11; Fxp B; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 nonconc omen 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 rd between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 1, 5, 6, S. Thomas A. Albani PE Nd.39380 MITak USA, Inc. FL Cart 6634 6904 Parke East BNB. Tampa FL 33010 Data: September 10,2019 ®WARNING - Verify d.V1,I Parameters antl READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. fa/VaOla BEFORE USE. Design vend far use onNwah rNTek®wnnepon. Tins design Is based only upon pnm uen sMad, and is Wan Individual building component. no �■e awes sySem. Before use. the building destmermun WznIfie appaosbaty ofdam, parameters and poperly M.M.Cate Nis daso,m Mtd lee Dyeon dtllding dedgn. ending indicated 13 to prevent bucding ofindmdual buaaweb vxV"ohonS members only. Midland temporary end pemosom braox, M!Tek' is always required forstabiliy and to prevent culapsewdh possible perso nil inkoyand property damage. Far genanl guldanoa nganlbg the fabnration, domge, delivery. erection and nosing ofhuses and truss systems,see ANSUIP/f clueing, Crgda, DS"9 and SCSI Building Component 6904 Parke Fast Bhd. Saferybdimmadon awllable Mom Toss Fate Indede.218 N. Lea Wed, suae 31Z AlaAmdda. VA22314. Tampa, FL 36510 Job na Truss Type Oty Ply Walsh Residence T78074377 J38351 V18 Valley 1 1 Job Reference (optional) 3x4 i o.[4U s JW 14 LV 1v Muex meusmes, Inc. l ue Sep lu uv:zq:ui zviv 4x4 = 9 10 a 7 IM II 1.4 II IA II 62x4 II 64E1ES1`l LOADING (pst) SPACING- 2-M CSI. DEFL. in (too) Men L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) n/a - ma 999 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.46 Vert(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Ina YES WEI 0.12 Horz(CT) 0,00 6 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 77 Is FT=0% LUMBER. BRACING - TOP CHORD 2x4 SO No.3 TOP CHORD Structural wood sheathing directly applied or 64W GO purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SO No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. All bearings 18-0-0. (lb)- Max Horz 1=151(LC8) Max Uplift All uplift 100 Ito or less at joint(s) 6, 8, 7 except 9=108(LC 8) Max Grev All reactions 2501b or less at joint(s) 1 except 6=291(LC 13), 8=264(LC 13), 7=487(LC 14), 9=638(LC 13) FORCES. (Ib) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 47=342/88, 2-9=-484/173 NOTES- 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=1Oft; B=4511; L=24ft; eave=41t; Cat. 11; Exp B; Encl., GCpi=0.18: MWFRS (directional); fanelever left and fight exposed ; Lumber DOL=1.60 plate grip 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) Gable requires Continuous bottom chord bearing. 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at joint(s) 6, S. 7 except Ql=1b) 9=108. Thomas A.Albani PE No.39300 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33910 Dale: September 10,2019 ®WARNING.Verity design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE Mlld473../0103120I5 BEFORE USE. Oesign vexi for use Only with MTeM cennMors. this design Is based any upon parameters shavn. and is for an Individual Wading component not �� a WOSystem Betasuse,iWbwMMgdOggner MUatvedy MBapparabaayVdoNplpaMm KSendproperly N=T.W.thisdesign Ntomeowout 1,01gagdesign. Br glMicatedistopMv Wr gd MMdual WsswebaWl NONmem6 Wly. AtldXbnL temporary erM pellnanerd baWg MiTeK Isalwayei"4 drorstebitiywdtopmwMmllapsewMposslblepmneliNUq MdpmpeMdamage. ForgeneMlpixonce Mgardingthe fabdwaon, Morage, dalivery.ereGon and bradly of iMsseseM buss Systems,sea ANGUFPl1Quality Cdteda, DSB49 and SCSI Building Campanent 6904 Parke East Blvd. Sereylnrarmetlon evapabb horn TMss Plata In9GMe, 218 N.lae SiMM, Suee 312 NexandM, VAYC414. Tampa, FL 36610 Job Truss Type Cry Ply Walsh ResidenceT16074378J38351 E185A Valley 1 1 Job Reference o tional ASA = 3 10 11 a.ceua Jul v,m I nmueK1nuu5mex, iru. i ueaep lD Da:[R:O<[ma Scale=1:30.4 aA II 5 3x4 i 9 8 7 6 2x4 II 1.4 II 1.4 II 1x4 II 8G8 4&12 4E-12 LOADING (pso SPACING- 2-M CSI. DEFL, in (loci gde8 Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(ILL) n/a - nVa 999 MT20 244119D TCDL 20.0 Lumber DOL 1.25 BC 0.45 Ven(CT) n/a - Na 999 BCLL 0.0 Rep Stress Ina YES W3 0.14 Hom(CT) 0.00 6 n/a n1a BCDL 10.0 Code FBC20177TPI2014 Matrix-S Weight: 73 IS FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o purllns, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-0-0. (lb)- Max Harz 1=151(LCB) Max Uplift All uplift 100 Ib or less at joints) 6, 9, 8, 7 Max Gmv All reactions 250 lb or less at joint(s) 1, 6 except 9=466(LC 1), 8=459(LC 13), 7=639(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=378/137, 3-8=320/101, 4.7=429/144 NOTES. 1) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.0psF h=18ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; 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 pending. 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 per bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 6, 9, 8, 7. Thomas A. Alberti PE No.39330 MITBk USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tempe FL 33610 Date: September 10,2019 AWARNING -Verity dealga parameraa and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE red 7473 rev, IMMIS BEFORE USE. De51gn valiel hruee onh'an MTeM Carrooh s. Hale design Is based only upon parameters aroa n. and IS for an 1Milklual Wiling Larne nam na ��eeCC a Wsa sdoegn Barmy use, me bolding de9gnermuslverey nro eppeubllRy oltlesiyl paremetem antl pmpedyinmryoreta Nla tleslgn ltda Ne overt -.Y�• buildNgdeslgn.df.rNg lMiratedOp..MOV.p mgolln rgeneral emponryeM perthe brecNg MiTek' iaaxvayerequrage,daM, endJopreroM wgapaewSWSand"3ersnnal MN.alomnalebunmdpmNmemaMage. melgul, me tlpmpemydamaef Iabncalion,stornge. dagila,ere DSBregarding S,See Qualify Criteria, DSBA9 and BC5l Building Component AN.VA 6904Par TmssMMalncMe,218MLosa0,Su,see Sarerylnformegon evaila5le ham Truss Plate ln9nule, 2t8N Lea SIreM, 9une 313. AIexaMda, VA 22314. 14. 3east 6610 . Tertma, FL 36a10 Job Truss Type Oty Ply Walsh Residence Ps T78074379 J38351 Valley 1 1 Job Reference (optional) E..' WL5r IN5i, rl r•IC, W, PLJ. d.2405 JUI 142U19 MI fek lndustnes, INC. TUB Sep 1009:24:032019 Pagel 4x4 = 3x4 G 111x4 II io1x4 II 1x4 119 1x4 118 7 Scale = 140.0 LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017rFP12014 CSI. TC 0.50 BC 0.39 WB 0.23 Matrix-S DEFL. VertILL) Vert(CT) HOR(CT) in (loc) Vde0 Lid Na - n/a 999 n1a - n/a 999 0.00 7 rda n/a PLATES GRIP MT20 2441190 Weight: 881to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 600 GC punins, 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. OTHERS 2x4 SP No.3 REACTIONS. All bearings 2000. (to)- Max Hoyt 1=151(LC8) Max Uplift All uplift 1001b or less at joint(s) 7, 11, 10, 8 Max Grav All reactions 2501b or less at joint(s) 1, 7 except 11=393(LC 1). 10=542(LC 13), 9=540(LC 13), 8=488(LC 14) FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. WEBS 2-11-3091111, 3-10=383/138, 4-9=324/45, 5-8=315/97 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MAIMS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water paneling. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrenl with any other live loads. 7)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members, with BCDL = MOSEL 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 7, 11, 10. 8. Thomas A. Albani PE No.39360 MITek USA, Ine. FL Cart 6634 0904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING - verity design Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE 111II-04ILev.1RWR015 BEFORE USE. ' Design vale!for use 0*won MTek®connectors. We Lezlgn is eased! Only upon parameters Mown, and is on an IMividual building MG,pigia ,not a truss system. Before use, the evil designermust very gw eppMeabNy of design parameters and properly InwryaMe This deep Into the overall obldingdeeign. Bmdng lMlessed late prevent begWro ofmdMdual Wse web andfor word members only.Add'dionaltemporayandpemlanentbncMg MOW Is akvays required far slabildy and to prevent w0apse web possible personal Injury end property defrosts. Forgeneral guldan a regarding me fabriwuon.storage.detivery, erection and bracing ofeusxs and Uues quads. we ANSU711 Ouaay Cdred4, DSB49 and SCSI Bullding Component 6904 Parke East BNd. Sabylnrmmmlon awlabkfrom TNes Plate InMUe.219N.Lee Bbeel.Buse31ZMl ndM.VA22314. Tairya. FL 36810 Job Truss Truss Type pry Ply Walsh Residence T78074380 J38351 OA Valley 1 t Job Reference (optional) l«-++ram a4vu sea r R ZDla MueRmausmes,Inc. uesepiuua:z4:ua[ups rages ID:INmub4goEcpdh37zljasEOyjN73-D3Kx8YepcO2la2cdr8pBi08L86Ma4P1 s7pdJUbyf4Dv 86A 11543 20-0-0 88.8 I 2-1M I 8EA Scale: 318-=1' 4x4 = 44 = 3 11 12 4 3x4 G 10 9 8 7 3.4 J 1.4 II 1x4 II led II 1.4 II LOADING (psU TCLL 20.0 TCDL 20.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC2017/rP12014 CSI. TC 0.48 BC 0.25 WB 0.09 Matrix-S DEFL. Veri(LL) Vert(CT) Horz(CT) in (loc) gde8 L/d We - n/a 999 n/a - r/a 999 0.00 6 n/a We PLATES MT20 Weight. 761b GRIP 244/190 FT=0% LUMBER- BRACING - TOP CHORD 20 SP NITS TOP CHORD Structural wood sheathing directly applied or 6-0.0 oo purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 1=100(LC 7) Max Uplift All uplift 100 Ito or less at joints) 7, 10 Max Grav All reactions 2501b or less at joint(s) 1, 6 except 7=478(LC 14), 10=478(LC 13), 9=381(LC 13), 8=365(LC 14) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 5.7=-383/139, 2-10=383/139, 3.9=276/36, 4-8=276/36 NOTES- 1) Unbalanced mat live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL-6.0psf; h=18ft; B=451t; L=2411; eave=4ft; Cat. II; ESP B; Encl., GCpi=0.18; MWFRS (directions]); 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) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 rd between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 10. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tempe FL 33610 Data: September 10,2019 ®WARNING Venlydesignparamelars endREAD NOTES ONTHISAND INCLUDED MITER REFERENCE PACE MIIJ473 rev. 1010sa is BEFORE USE. Design valid OR use only Win MTeM comleLlom. ¶119 de5lgn Is WSM any Upon parameters shown. and Is for an IMIYtdual building ampanent, not a for pass system. Bee use, the baking designer must vent' the appikabiy of design parameters and propexy Incorporate this deep Into the overall bulidingdesign. Breoing mWated is to prevent beading of adMdual truss web and/or NON members only. Addelonalmmpomryaelpermanembra0ing MiTek- 8 always; required far stabidy and to prevent collapse with pOWDIe persaal injuyand property damage. ForgenealguManc. regaming on. fatmemon, slarege, deuvey,eretion and bradn Of WWW and was systems.see ANSVrpst Quality Cigeda, DS949 and 80Sl Building Component 6904 Parke East Bled. Sororylnformarlon available hdm Truss Plate inWW%218 N. Lee Street, Suite S12 Alexandda, VA22314. Tampa, FL 36610 e Job mss Tmss Type pty Ply Walsh Residence T18074381 J38351 OB Valley 1 1 Job Reference o tional 3x4 i LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 a.Z4U a Jul 14 1Ul9 MI I eK mausme5, Inc. I ue Sep lU U9R4:Ub ZUI V Page 1 ID:INmub4goEcpdh37zljasEOyjN73.hGuJLufSNiAtCIBpP9KDEchPBMCpr OMTMs01yf4Du Scale -1:33.7 4x4 1.4 II 2x4 I B2x4 II SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.91 Vert(LL) n/a - n1a 999 MT20 244/190 Lumber DOL 1.25 BC 0.67 Vert(CT) n/a - rda 999 Rep Stress Ina YES WB 0.18 Horz(CT) 0.00 6 rda n/a Code FBC2017/TPI2014 Matrix-S Weight: 79 lb FT-0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10*-0oc bracing. REACTIONS. All bearings 20-0-0. (lb)- Max Horz 1=151(LC8) Max Upl'm All uplift 100 Its or less at joint(s) 6, 9, 8, 7 Max Grav All reactions 250]bar less at joinl(s) 1 except 6=282(LC 13), 9=456(LC 1). 8=513(LC 13), 7=780(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-9=373/136, 3-8=-352/109, 4-7=525/169 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops8 BCDL=6.Opsq h=18ft; B=45ft; L=241t; eave=oft; Cm. II; Exp S; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right "posed: Lumber DOL=1.60 plate grip 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 bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 Wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 9, 8, 7, Thomas A Albeni PE No.39380 MiTek USA, Inc FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Bale: September 10,2019 ®WARNING- Venly design paramelers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M14I473 ree. IMM015 BEFORE USE. Design vaod for use only warn MTek®veraxApn. TNA deelgn IS based only upon Wramaters shown, and Is loran Inevdiew bu irg component, neat awaas syflam. Before use." building designer mull ddWhe ap,kabiliryol na, paramelers and pre,M lncn,ava. gab design lntome odlea bulleingdasign. BmcinglMirsletl isle prednt buckling of in4lWduai Wss web anNw NON member onry. AddWonalterWoraryandcermanemdacrig WOW always required for slal and to passage collapse with possible persan d Iqury and properly damage. For general guldance n,,"Ing tha febrlcaron, atomga deevery, erection and bradrrg of Uussas and Wsa systems,see ANSUTP110uaro,Orleans, DSB-99 and SCSI BiAling Camponene 6904 Pare, East Bid. Safterafionmion avaiWNefrem Truss RMelnsl8ule,218N.Les61ree46u9e312Alesandr$VA22314. Tampa. FL 36610 Jab Tmss TypeOty Ply Walsh ResistanceT78074382 TVaw11'e`y 3B351 V24 1 1 Job Reference (optional) "... •^... •• ___.••-++�+•+ n14us4Ul 14 avid mllea mausmes, Inn I ue JeplUUV:Z4:WZUIV Pagel IO:INmub goEopdh37zliasEOyjN73-9SShYE/4801kptm?ztrfnpDhgw2DYIP96760YTyf4Dt BEE 15.5E 24-M BEE 6-11.0 I BEE I Stale-1:38.5 44 = U4 II 4x4 - 3 14 4 15 5 3x4 i 13 12 11 10 9 8 3x4 C 1.4 It 1.4 II 1.4 II 1.4 II 3x4 = lx4 II LOADING (psf) TCLL 20.0 TCDL 20.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inar YES Code FBC20177TPI2014 CSI. TC 0.47 SC 0.24 WB 0.10 Matrix- DEFL. Ved(LL) Vert(CT) Horz(CT) in (loc) Octet Ud rda - n/a 999 nla - n1a 999 0.00 7 n1a n/a PLATES GRIP MT20 2441190 Weight: 93 lb FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-D-0. (lb)- Max Horz 1=100(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 11, 8,13 Max Grav All reactions 250 lb or less at joints) 1, 7 except 11=433(LC 19). 8=475(LC 14), 13=475(LC 13). 10=392(LC 14), 12=408(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 4-11=301/67, 6-8=382/13B, 2-13=382/138, 5-10=282/44, 3-12=282/44 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) W nd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsF BCDL=6.OpsY hot Bit; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); camblever 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) Gable requires continuous bottom chord bearing. 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, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joints) 11, 8, 13. Thomas A. Albani PE No.39380 MiTek USA, Ina FL Cart 6634 6904 Paden East Blvd. Tempo FL 33610 Date: September 10,2019 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUOEDMITEK REFERENCE PAGE MII4473rev. I0/03Yle15 BEFORE USE. Design vdW kr use only was MTeM conneaots. This design is based only upon psemeten shown, and la for an ox[Moua] buaditg cnmponem, rnt almaaaystem.Befomuee,mebW hgdOaignermaat Yedtymeappecabietyof&e gnp mmmersardprepedy Ncmpo eNhdesignimotbom nee buildingdosign. Bm guMic Mistopmae bus gof NdMduallmsswebe Cal ordmembenonM. ALdNonaltempararyaMpetmanembracing �1Te1.' 1C Is elwaya requlrad tar atabllty and to prevemwAapse wlm pouible personal lOjuryend propeMdamaAa. Forganerelgddanceregarditgme Wdtadon, storage. delivery, erection and bracing minuses and Was systems, see ANSM11Quality Citeds, DS9E9 and SCSI Building Component fi50a Parke East SW. East S Sarelylo ormation av "ble bom Tmss Mme lnMAu a.218 N. Lee Sireer, Su4e 312 Alexandda. VA=14. Tanya, FL Job toss Truss Type Oty Ply Walsh Residence T18074383 J38351 V28 Valley 1 1 Job Reference o tional -__• •• • •-••••-. • ••-_-� u s um w m ro mn arc mausmes, me ma aep ro ua:zR:ur <ma rage 1 ID:INmub4goEcpdh37zljasEOyjN73deO3magivJObROLC WaMuKlmmgKJNHkbJpnmSwyf4Ds 8- 8 155-8 2&0.0 I eae I 10.H-0 I 841A � Scale=1:45.1 4x4 = 1.4 II 4x4 = 3 14 4 15 5 3x4 G 13 12 11 10 9 8 3x4 C 1x4 It 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II LOADING (psf) TOLL 20.0 TCDL 20.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017rrP12014 CSL TC 0.83 BC 0.57 WB 0.17 Matrix-S DEFL, Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (too) VdeD Lid - n1a 999 - n1a 999 7 File n/a PLATES GRIP MT20 244/190 Weight: 105 In FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or fi-0-0 Be purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 28-0.0. (Ile) - Max Ho¢ 1=104(1_C 6) Max Uplift All uplift 100 lb or less at jolm(s) 11. S. 13 Max Grav All reactions 250 lb or less aljoint(s) 1, 7 except 11=729(LC 13), 8=459(LC 18). 13=359(LC 17), 12=515(LC 13), 10=499(LC 14) FORCES. (Ib) - Max. CompiMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-11=5021122, 6-8=-379/136, 2-13=379/136, 3.12=J44/60, 5.10=344160 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf, h=18ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; Lumber DOL=1.60 plate grip OOL=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) Gable requires continuous bottom chord bearing. 6) This buss has been designed for a 10.0 par bottom chord live load noncencurrent 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, with BCDL=10.0psf. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 11, 8, 13. Thomas A. Alban! PE No.39390 MiTOk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING-Vedly design paramelere and REAP NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE MU-7470 rev. 101OW2015 BEFORE USE. De5{aavdia bt u9e Onh' WW1 MIT¢k® WMlelanl. THIS ae9lgn i911a9ed 01,1/ Ygon Oaamelel5 61,OW(I, AIE IS rW do egiV.dael aI11Nng LOmpOnMl. nO1 ��®® aeussayesignB ate andbachoad rameeignee pnpeMlncaryonmorary A1911'vaothaowrall ranuse.aleed latepresentof inhaeia[Vuss web pemunent aradng weaury Awareesgn.arering inalcand is toprewnlisinewN MiTek' ssiNe pW99 Is en propedemaene.For general gemponryanO engtopnwmmeepuwMpoand",ersonalins. andpnpe Porgenenlga,DSEregarding me f.bdoeyarequindr0rsraainly ANSInnge. rdadl1EOe,9(OR99B.deN•ery�enGlOa MdanCingIN W95es and WSS ayb10m9.5e2 ANSUIP1l quality Cdnda, eSad9 and SCSI Building Component Sarerylnfoee 6904 Parke East and. on avabblenon Tn,s Plateln,MN.,21SN.Leeg M,sane312Alexandria,VA2al4. Taw.. FL 36610 Job Truss Truss Type Oty Ply Walsh Residence T18074384 J38351 ZCJ1 Jack -Open 17 1 Job Reference (optional) o.wua4m wammu en niamurca, mu ma aep ioov.c¢Icmro rage I Scale =1:7.8 3x3 = LOADING (pst) SPACING- 240-0 CSI. DEFL. in (]cc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 7 -999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 7 o999 180 BCLL 0.0 ' Rep Stress Inv YES WE 0.00 Horz(CT) -0.00 3 n/a nla SCOL 10.0 Code FBC20177rP12014 matrix -NIP Weight: 5lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-6/Mechanical,2=230/0-8-0,4=-25/Mechanical Max Horz 2=56(LC 8) Max Uplift 3=6(1_C 1), 2=-92(LC 8), 4=25(LC 1) Max Grew 3=9(LC 9), 2=230(LC 1), 4=22(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural mod sheathing directly applied or 0-11-4 cc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; B=45111; L=24111; eave=4ft; Cal II; Exp B; Encl., GCpl=0.18; MWFRS (I irec0onal); 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 tough 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 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 truss to truss connections. 7) provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 10016 uplift at joints) 3, 2, 4. Thomas A Alban! PE No.39360 MITek USA, Inc. FL Cert 0634 6904 Parka East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING. Verily design parameters and READ NOTES ON less AND INCLUDED MITEK REFERENCE PAGE MY7473 rev. 10AU1015 BEFORE USE. ' Design valW Cruse onyweh MRex®Conneulors. TNsdevgn is based and/ uponpaamHers shown. and Is for an IndMdud IgAding Component not a truss system. Before use. the building designer mud veriytne appgcal of dedgn parameters and property inotapgale this design We me overall bulCingdesign. Bacing Indicated is to present IsiUdng MindiWdual truss Eb andlm chord members only. A4dtianaltemporaryardionganeNbacig MiTek' Is alvaya required for dabilily and to prevent Collapse with possible personal Injury and papeAy, damage. ForgenealguWencere,ocingme fabrication, storage. delivery, eredbn and bracing MWsses and Was sydems,we ANSUIPI10uests Creech, DSBd9 and SCSI Building Component Was Parka Seat Was. SaCylrMrmaaon aa.&blefrom Truss Ptde lndAute,2la N. Lse Wee. Suda3lZAIUdddM,VA2Z314. Tampa, FL 36610 Job Truss buss Type OtY Ply=caT18074385 J38351 ZCJIA Jack-0pen 1 (optional uum, rr. r,oiw, r�.rro.o 1,5.24usJU1142U19MIleKlnoustnes,Inc. TUe Sepl003:24:132019 Pagel ID: INmub4goEcpdh37zljasEOyjN73SoNKOtlRU9A19xoLVTIZIO ?kULhUjBCIIH IZyf4Dm 0-11-0 0-11-0 a 3x3 = Scale=11.8 LOADING (psf) SPACING. 2-" CS1. DEFL, in (hoc) UdeO Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Ve art -0.00 6 ,999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 6 >999 180 SCLL 0.0 ' Rep Stress Inci YES WB 0.00 Horz(CT) 0.00 1 We n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MP Weight: 3lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid Calling directly applied or 10-0-0 Do bracing. REACTIONS. (lb/size) 1=46/0-8-0, 2=32/Merhaniml, 3=15/Mechanical Max Horz 1=18(LC 8) Max Uplift 2=12(LC 8) Max Grav 1=46(LC 1), 2=33(LC 13), 3=19(LC 3) FORCES. (lb) - Max. Comp.IMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh BCDL=6.Opsf, h=18ft; B=45ft; L=241t; eave=4tt; Cat. II; Ex a B; 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 is 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 10011, uplift atjoint(s) 2. Thome. A. Albani PE No.39388 MiTsk USA, Ins. FL Car 6634 0964 Parka East Blvd. Tampa FL 33610 Damn September 10,2019 ®WARNING- Venly design parameters and READ NOTES ON THIS AND INCWDED MITER REFERENCE PAGE 014473 rev. IOM312015 BEFORE USE. aaaaaa Design valid for use city earth MTe rl, connectors. This design Is based ony upon Indonesia shown, and Is for an indiNdual buJtlirp component not ��' a Truss system. Before use, the buiding designer must verify the applirabirdy adesign pmm aelers and propedy incorporate m Ina design Into e overall buidingdesign.. BmkgindicetedlstopmmtbUa gaindMdualWssweba vOordmembenmly. AAdBionaltempora andpennmembmdng MiTek' is always required for stability y and to preveCollapse son, possible personal Inlu yard property damage. For general guidx ae regarding the fabnOgon, aomge, delivery, ere n and bmdng a Wsms and buss systems, see ANSgTP11 Coardy Closing, DS1aa9 and SCSI Building Component 6904 Parka East BM, ion"trddermahn a bblehem Tmss Rate In9h e.218N.Leesbe0,Suae312,Alexandra.VAM14. Tampa. FL 3e61D Job russ Truss Type Oty Ply Walsh Residence T18074386 J38351 ZCJ3 Jack -Open 13 1 Job Reference (optional) mean coast truss, FL Pierce, FL seaao 8,240 s Jul 142019 Mtrek Industries, Inc. Tue Sep1009:24:132019 Pagel ID:INmub4goEcpdh37zljasEOyjN73SoNKOdrrU9Al9xoLtrTIZIOxPkSG UIBCjlHIZyf4Dm -0-0 2-114 d0 2-114 �i 3x3 = Scale=1:12.9 2-114 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress In1r YES WB 0.00 HGrz(CT) 0.00 2 n/a me BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 12 Is FT=0 LUMBER. BRACING - TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 Do purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/sae) 3=90/Mechanici 2=275/0-8-0, 4=29/Mechanical Max Horn 2=93(LC 8) Max Uplift 3=29(1-C 8), 2=-61(LC 8) Max Grav 3=93(LC 13), 2=275(LC 1), 4=52(LC 3) FORCES. (III) - Max. Comp.fMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. II; Exist B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and Tight 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 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 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. Thomas A Alban! PE No.33380 MiTOR USA, Inc. FL Cart 8634 9904 Parks East Blvd. Tampa FL 33610 Date: September 10,2019 ® WARNING -Venlydeslgn parameters antl READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re¢ 10,03/2015 BEFORE USE. Design wild for use only with MlTak® connectors. This design is based only upon parameters shown, and is for an Individual bugding component not a Loss system. Before use, me building desut ner mustventy Me appgrebiky of design parameters and popery, incorporate mis design Stotbe overall building design.. Smaingirdicated is to preventbudJg of ninviral Loss web andlorchodmembernonly.Additionaltemporeryandpennanembredng MiTek' is always required for debikly and to p..M.ff psewdh posuble permml Inluryand pmpedydamage. For general guidance regadin, Ne fabdmaon, Storage. delivery. erection and braung ofLoeses mdi MISS System, see ANSI/rPlf Quality Cdreda, DS"9 and SCSI Bulling Component 6904 Parke East BIM. Sefeylnfarmuflon avagableham Truss PlatalnsMde,218N.Le Mmd,Sure3lZAlexandria,VAMi4. . Tampa, FL 36610 Job I TM Truss Type Qty Ply Walsh Residence T18074387 J38351 J ZCJ3A JaGc-0pen 1 i _ _ _ Job Reference D banal ua aep m ua:<v:Iv <. a rage I ID:INmub4goEcpdh37zljasEOyjN73-w?xjEzm5FTIcn5NYRY X6VZ6K8nDQx LQN2rrOyf4Dl Scale = 1:12 9 3x3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 3-6 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 1 n/a Na BCDL 10.0 Code FBC20177TPI2014 Matnx-MP Weight: 9lb FT=0% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=144/0-e-0, 2=102/Mechaniw1, 3=42/Mechanical Max Hors 1=55(LC8) Max Uplift 2-36(LC 8) Max Great 1=144(LC 1). 2=104(LC 13), 3=58(LC 3) FORCES. (lb) -Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and fight 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 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 chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. Thomas A. Albeni PE N%39380 MiTek USA; Inc. FL Cart 6634 6906 Pales East Blvd. Tampa FL 336f0 Date: September 10,2019 ®WARNING - Vwflydesi9a Panmelero and READ NOTES ON THISAND INCLUDED MITEN REFERENCE PAGE MI47473iev. 1OMWO15 BEFORE USE. Designvalidforuseonywah MI70W nne M.Thudesignisbasedmn uponparametersshown,and IsfmanIMiNdualbuUdil,wmponem,nth a truss system. Befbn use, me building dead ner must very the ap,rodbirlly of deep parameters and properly mco,and. hits design Into Me owned burdingdemgn. Bracing Indicated is io prarxm Welding of individual truss web nation MOM members anyrynn . AdeConaltemporaandpeanembrach, N��-A��YYY MiTek' tv always Normal for stability and to pMwmt soaapse with possible personal Injuryand propmty damage. Forgenenl guidance regarding Ns fabriratian,9oage, detwery, emotion and brain, mousses and truss systems, we ANSI?P/I Quality Criteria, DSBd9 and BCSI Building Component 6904 Parke East BIM. Saretylnformation aWa blefmm Truss Plmeln5bme.218N.Lee6 0,Suke31Z,A andh,VA22314. Tampa FL WIG Job ' msa Truss Type City Ply Walsh Residence T78074388 J38351 CJS Jack -Open 9 1 Job Reference o tional East Coast Truss, YL Pierce, l'L J4946 B.24U S Jul 14 ZU19 MI I ek IndUsales, InC. I U9 6ep 1U U9:Z411b 2Ul V Scale = 1:17S 3Kt = 4- 4-1141-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ven(LL) 0.06 4-7 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.07 4-7 >851 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Honi 0.01 2 n/a nla BCDL 10.0 Code FBC20177TPI2014 Matnx-MP Weight: IS lb FT=O% LUMBER- -' BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=167/Mechanical,2=365/04e-0,4=63/Mechanical Max Horz 2=132(LC 8) Max Uplift 3=-65(LC 8), 2=-121(LC 8), 4�41(LC 8) Max Grav 3=167(LC 1), 2=365(LC 1). 4=95(LC 3) FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; 8=45fl; L=24ft; eave=4ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left 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 0s Center. r 4) This truss has been designed for a 10.0 pelf bottom chard live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 5t between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=lb) 2=121. Thomas A Albani PE No.39330 MiTek USA, Inc. FL Cart 6634 69M Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MI47473 rev. 10/03R015 BEFORE USE. *e Design Valid for use only wM Ilmek® cwneaors. This design is based only Upon parameters mean. and is for an IndiWdual building component. not a truss system. Before use, the bulling designer must vent' Me applicability of desire parameters and Papally scarporee MS design We Vie menial -•Y�• buildingdesfgn. Brecing"vMiatadist0 premmbuWingollntlMtlualimssweb anNarchoN members wig. Aaktmattengwraryandpermanembracing MtTeke Is always required of stabi ly and to premm window wM possible personal injury and pmpeny damage. Fargeneml gnitlawe regartling Me fabdraion, engage.delivery, season and bracLg ofbusses and truss systems, see ANSUTPH Duality Ceffeda, DSBAa and BCS1 Building Component 6904 Parke East Bled. Sarmyrnforfeagon amaeblefmm Truss Platelns e,218N.Lee SVaet.Sude312,Alexandde,VAU314. Tampa, FL 36610 Truss Truss Type Qty Ply Walsh Residence IJob ]Jack T18074389 J38351 ZCJSA -Open 1 1 Job Reference (optional) Us = 41 4-0 tl24U S Jul l4 2U19 MI IeM M0UVnes, MC. I ue Sep 10 09:24:16 2019 Pagel ID:INmub4goEcpdh37zljasE0yjN73sN3TRnLn4YKOPXwYzl?BweKcyNGurSduhXxvuyf4Dj Scale =1:17S LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in floc) Vde0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.03 3-6 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.08 3-6 >774 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Ha, CT) 0.01 1 rda n1a BCDL 10.0 Code FSC20171TPI2014 Mabbr-MP Weight: 161b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=244/0-6-0, 2=173/Mechanical, 3=70/Mechanical Max Horz 1=93(LC 8) Max Uplift 2=-60(LC 8) Max Grav 1=244(LC 1), 2=176(LC 13), 3=99(LC 3) FORCES. (M) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shaven. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.0psf; BCDL=6.Opsf; h=18ft; 13=4511; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight 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 chard live load nonwncurrent 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 Td between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 He uplift at joint(s) 2. Thomas A. Albani PE No.39380 MITBk USA, Inc FL Can 6834 6904 Parke East She. Tampa FL 33610 Date: September 10,2019 ®WARNING - Vard'y design paaamerers and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE 114II-0413 rev, 10/033015 BEFORE USE. Design valid for use only with MITEM connectors. This design Is based only upon pammaters shown. and Is for an individual bantling component, not a Mass syeem. Serve use, the Waint designer must vent' me appekabilfty of design parameters and property incorporate Nis design Into Me overall ��Y�• tWiingdesign. BracingiWicatedlstopr MbaUngoruldMdual WSSWeb Md UOMmembeMOnty. AddlonaltempomryaMpermanentbradng MiTek' Is axvays required for Stability and to prevent collapse sigh possible persoral injuyand property damage. Forgeneral guidamur agarding the fabrication,stomge.deWey,emr onmdbradl dWssesaMWsssyeems,we ANSUTPII Qualify COMda, DS8 9 and BCS1 Building Component Se/e rInformadon available from Truss Plea Institute. 218 N. Lee Street, Suite 312, Aletendria, VA22314. 6904 Parke East Blvd. Tampa. FL 36610 Job sa Truss Type Qty Ply Walsh Residence [CJ7A T18074390 J38351 Jack -Open 1 1 Job Reference (optional) 3x4 = 7-0 d24U a Jul 14 2Ula MI I eK Industries, Inc. I ue Sep 1U U324:16 201a PD99 1 ID:INmub4goEcpdh37zljasEOyjN73-sN3TNnLn4YKOPXwYzl?BweGIyLAurSduhxxvuyf4Dj 3 Scale =1:23.3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.12 3-6 -672 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.29 3-6 >289 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) 0.04 1 No Na BCDL 10.0 Code FBC2017rTPI2014 Matrbc-MP Weight: 22111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (III/Size) 1=34710-8-0, 2=248rMechanical, 3=99/Mechanical Max Horz 1=132(LC 8) Max Uplift 2=85(LC 8) Max Grav 1=347(LC 1).2=251(LC 13), 3=141(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.Opsf, h=18ft; B=45D; L=2411; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and night 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 nonconcurr ant 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 100111 uplift at joint(s) 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Can 6034 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING -Verify design parameters and READ NOTES ON rills AND INCLUDED NJTEK REFERENCE PAGE MIIJ473 rev. IWO 4NO15 BEFORE USE. seeree **ee Design vast forum only with KrekW cmmedooLMIte design is Casid Dory upon parameters shown, and is Wan individual bidding cemponme not Mir amass syVan Before use. the bulking designer must wanly Me apPgesbilityafdmign parameters and propmly Incorporate Ws designMothe overall bulldingdesign. Bracing indicated is to prevent budidMg 4findluidual miss web andler chow members only. AddNlonal temporary antl permanent bracing MiTek* is always Moved for Duality and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, de6very, erection and trading of imams and Miss systems, see ANSVT lQuality Cdleda, DSB-ea end BCSl Building Component 6904 Parke Fast am. SarelymformNon avaaatkfrom TrussRme IMMNute,21a N.Leaa e.6uae312Alexandda,VA22314. Tampa, FL 361510 Job Tmss Tmss Type Div Ply Walsh Residence T18074391 J38351 ZEJ3 Jack -Open 7 1 _ Job Reference (optional) r:asr x,oast I russ, n. ne , r, a i. US = U.24U S JU114 ZU19 MO eR indusm9S. IOC, rue SeD 10 U9:24:17 2019 Scale =1:13.1 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Roc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 VaI LL) -0.00 4.7 -999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 Na rda BCDL 10.0 Code FBC20177rP12014 Matrix -MP Weight 12 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=92/Mechanical,2=278/0.8-0,4=30/Mechanical Max Horz 2=95(LC 8) Max Uplift 3=30(1_C 8), 2=61(LC 8) Max Gray 3=95(LC 13), 2=278(LC 1), 4=53(LC 3) FORCES. (III) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL-6.Opsf; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; 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 chard live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-S-0 tall by 2-0-0 wide will lid between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Thomas A. Aft ani PE No.39380 MiTek USA, Ine. FL Cert6634 6904 Palka East Blvd. Tampa FL 33010 Bate: September 10,2019 ®WARNING- VerllV design paramelen and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473ro. rNal/3OIS BEFORE USE. DeslgovAid for use gnlywith MTeM c0nn0dors. This design is based only upon earzmelers Shoal, and is (gran bldividual Medg compomM, nth ahuss "an Before use, the Watling designer must vent' Mo applicability of deSyn parameters and prepery boaWnde this design brio the overall bwlEingdesign.Bear, in icaled is to prevent Wooing of bldividuel buss webandlu NON members only. AddvgnallamporayseepermanenibOsSag MiTek' isaiwayare9uhedfgrslabitityandWpre M.HO psewuhpossibleparsmallnjuryandpmpoMdamaga. Forgenemipldanwregardirg Ne fabdoetion,storage, degvery,emoted and blaring ormnaves and Russ ayatams,see ANSVTPN Duality Cmeda, DS"9..d BCSI Bu11Rln9 Component 6904 Ranks East BM. Serelylydonnatlun av ibbklimn Truss Nate Instauta,218N.LaeB 0,Suae312,Alexandria,VAM14. Tampa. FL 36610 Job ' Truss Truss Type pry Ply Residence T18074392 J38351 ZEJS Jack -Open 10 1 �Walsh Job Reference (optional) east vast I russ, M. I•lerca, hl. 4494b 8.240 s Jul 14 2019 MiTek Industries, Inc. TUB Sep 10 09:24:18 2019 Page 1 IO:INmub goEcpdh37zijasEOyjN73bmBD4LpbJiol GjhJgO3TGLjgil4BMlywL702 nyf4Dh I la-0 -0-0 I 54Y0 5-0-0 I Scale=1:18.0 3x3 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) NdeB L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.03 4-7 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.07 4-7 -817 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a We BCDL 10.0 Code FBC2017rrP12014 Matnx-MP Weight: 18 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 ec pudins. BOT CHORD 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fib/size) 3=169/Merhanical, 2=368/0-8-0, 4=64/Mechanical Max Hom 2=133(LC 8) Max Uplift 3=57(LC 8). 2=-54(LC 8) Max Grev 3=172(LC 13), 2=368(LC 1), 4=96(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops/; BCDL=6.Ops1; h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; 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 par 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 chord in all areas where a rectangle 3.6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Thomas A Albert PE No.39380 MITek USA, Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September10,2019 ®WARNING -Ven(y designp—e( andREAD NOTES ON WIS ANOINCLUOED MIrEK REFERENCE PAGEM114473rev. 10WR015 BEFORE USE. Desgo valid forusetmlIr hMTeltAcolmeGon. This desk. is losses only upon parameters shown, and is foran movdual budONg compmwm.not a miss system. Bases use, the bombing desgnermustvenly We applicable, otdesign parameters and properly monryorzle We design Otto the ovem6 buildingdesgn. Bmtlng MiWedistopmwe bur gMAdMdualtmsswebanWwNoNmembenony. AddMidetempa2ryandpermamidlemang M!Tek' m siesta nidulded for stablldy and to pmvent coaapse with posside personal Injury and property damage. For genena guldanoe regaining the fabrication, storage.delivery emdbn and bmdng dmmzses and trues systems, see ANSg Pil Quaa"ry CWeda,DSB4i9and SCSI Bullding Component East BIW. Saretylydormerlon avaibbblmm TrussRneInsole,218N.Lees d.Bu0e312.nl drla,VA22314. T Tampa. 36610 ampaa,. FFIL Job ' Truss Truss Type Oty Ply Walsh Residence T18074393 J38351 ZEJSA Jack -Open 1 1 Job Reference (optional) I russ, rr. rlerte, eL 3M1 ass = 8.240 s Jul 14 2019 MTek Industries, Inc. Tue Sep 10 09:24:19 2019 Scale=1:18.0 Plate Offsets (X,Y)— 16:0-0-8,0-1-81 LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Veri(LL) -0.02 6 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.70 Veri(CT) -0.06 6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/-rP12014 Matra -MR Weight: 21 lb FT=0% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 4=131/Mechanical, 2=382/0-8-0, 5-113/Mechanical Max Hoa 2=133(LC 8) Max Uplift 4=-36(LC 8), 2=-45(LC 8) Max Grev 4=133(LC 13). 2=382(LC 1), 5=128(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-9=-276/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.0psY, BCDL=6.Opsf, h=18ft; B=4511; L=241t; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight 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 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 in between the bottom chord and any other members. 6) Referto girder(s) for truss to buss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. Thomas A. Allard PE No.39300 MTek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 3XIII Date: September 10,2019 ®WARNING. Verify deslgnp—lers antl READ NOTES ON THIS ANOINCCODED AVTEK REFERENCE PAGE MIIJIr3 rev. 10,035015 BEFORE USE. Design vase! cruse o*wM WeWl connecers. "is design is eased only upon parameters Mown, and is fix an In0M0ual bugGlg compmrent, not an. system. Before use, Use building deslgnermunvelifyche apperablay of design parameters and prepedy mcom0arate fhb design moth. overall bwldingdesgn. BmGnginOiWedistoprevemeuUangorNdMdualWssweeandlcrchaNmemeersany AddGionaltemporsryeMpmmanemaacing MiTek- is alleys required for staelRy and to prevent Collapse with possible personal ibury and property damage. Far general gull once regamilg the fabfltalloq Storage, deWery. ereGbn and bracing 0 trusses and Voss systems, we ANSM11 Cooley Crrlede, DS849 end BCSl Building Component 6904 Ranks East Blvd. Sefelylnformedon mflablef Tmi RXelnOW9,218N.LeeMmd,5ke312,MemdA,VAM14. Temp;R sesio Job ' Coss Truss Type 0ty Ply Walsh Residence T18074394 J38351 ZEJ7 Jack -Open 53 7 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 3x4 = 7-0S 7. 8.240 s Jul 14 2019 MiTek Industries, Inc. TUG Sep 1009:24:20 2019 Page 1 ID:INmub4goEcpdh37zljasEOyjN73-181 UOgsrJ31VOghnpSxLmpzt VgfSDpJV92fyf4Df Scale=1:23.3 Plate Offsets (X,Y)— (2:0-0-0,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Vdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.23 4-7 .355 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.27 4-7 >303 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.03 2 n/a rda BCDL 10.0 Code FBC20177TP12014 Matrix -MP Weight: 24 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=243/Mechanical, 2=464/0-8-0, 4=94/1ilechanical Max Horz 2=171(LC 8) Max Uplift 3=94(LC 8). 2-145(LC 8), 4=60(LC 8) Max Gmv 3=243(LC 1), 2=464(LC 1), 4=138(LC 3) FORCES. (fig) - Max. Comp./Max. Ten. -All farces 250 (lb) Or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops/; BCDL=6.Opsf, h=18ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and tight exposed; porch left 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 condhions. It is the responsibility of the fabricator to Increase plate sizes to amount for these factors. 3) Plates checked for a plus Or minus 0 degree rotation about fts center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) a 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 fn between the bottom chord and any other members. 6) Referto girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) 3,4 except gt=lb) 2=145. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cort6034 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING Verily tlesign panmerers anJ READ NOTES ON THIS AND INCLUDED MITERREFERENCE PAGE M0.T471ra. IM31015 BEFORE USE. Des'gnvalid for use orl weh MTeMoomodOes. This design is based only Mann parameters shown. and is foran 4MWIMd Murder, Comxxnen not a buss system. MRM Use. No building designer must wrii applimblaly, of deep,summelersand properlyNmrporAe MIS design 4m the oWMH buiNingdeslgn. Swing irdirated is to prevent Welting ofbd'Mdual MISS web GoWer Glom members any. Addaionaltemporay8odpermanentbradng MiTek' Is always required for stability and to prevent Collapse w4b possible personal injury and prepmty damage. For general guldarlce regaining me fabric on,Mcmge,del Mere onmdbmdng Gtmssesand Wss VMems,me ANSUl Duality ensure, DSB49 and SCSI 8u11ding Component 6904 Parke East Blvd. SaleylMonnaVon avaaableemn Tmss Rate InMAd 0,218N.Lea Street.Suee31ZAlexandria,VAU314. Tampa, FL 36610 Job ' Truss Truss Type Oty Ply GO T18074395 J38351 ZHJ4 Diagonal Hip Girder 2 =(olational) east coast I russ, 1-1. Fierce, FL Meese 8.240 s Jul 14 2019 MTek Industries, Inc. Tue Sep 10 09:24:24 2019 Page 1 ID:INmub4goEc dh37z1)asEOyjN73dw1'VKOtMvYZO e8TOfA1VdczoBAA2mTRp)wTNB0yf4Db -1-0P1D 42-3 1-10.10 I 423 I Scale = 1:12E ass = 2x3 II 5 42-3-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.02 6-9 ,999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.03 6-9 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(CT) -0.01 2 n/a Na BCDL 10.0 Code FBC20177rP12014 Matrix -MP Weight: 18 lb FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purl BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=107/Mechanical, 2=260/0-10-15 Max Hom 2=94(LC 24) Max Uplift 6=-49(LC 8), 2=i66(LC 8) Max Grav 6=129(LC 28), 2=269(LC 28) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=9.Opsf, BCDL=6.Opsf h=18ft; B=45ft; L=24ft; eave=oft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (directional); can8lever left and tight 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 chard live load noncencument 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 girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except at=lb) 2=166. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 451b down and 119 111 up at 1-4-15, and 45 Ib down and 119 lb up at 14-15 on top chord, and 7lb doom and 53 Ib up at 1-4-15, and 7I6 down and 53 Ib up at 1-4-15 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the buss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Inaease=1.25 Uniform Loads (ph) Vert: 13=80, 34=40, 5-7=20 Concentrated Loads (lb) Vert: 10=118(F=59, B=59) 11=73(F=37, B=37) Thom, A Albert PE No.39380 MiTek USX Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING. Verity design paramahry and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MP7473 rcv. ION]20r5 BEFORE USE. eausee Design valid forgers ontyweh bLTekW connttlorf. Tnis design Is based ony upon parameters shown, and Is for an UMiNdual in ildhq component, not atmss system. Before use, me building designer must writ' Neapplioablliyed.up parameters and property incorpo ede Me design into Maternal bulldingdesign. BmWgilMioatedistopmwntWMingdMdMdual Wssweban&for ordmembm". P4dilional temporary elM pelmaneM bating MiTek' is always reputed for stailty and to prevent wines, wait possible personal injury ark property damage. For general guidance regaming Me fabrication,storage, defvery,erection and bdadN of bussss and Was systems,see ANS11PIf energy, cdbde. DS849 and 6CS1 Building Component 6904 Parka East BIM. Safofylnformmlon evagable hbm Truss Flats InaWme.21e N Lee SIreeL Suaa ]I2, Plexantlda, VA2231d. Tampa, Fi M10 Job ' ms8 Truss Type Oty ply Walsh Residence T78074396 J38351 2HJ7 Diagonal Hip Girder 2 1 Jab Reference footion.11 rr. rierce, " on. 52408 Jul 14 2019 MTek Moustnes, Inc Tue Sep 10 09:24:252019 Page l ID: INmuMgoEcpdh37zljasE0yjN73-566tVkuym2bnjfaMh62gvdyuaOSVlfyyaCwjtyf4Da -1-10.10 F 4-1-7 7V 1.10-10 4-1-7 2-10.11 ass = 3.4 II 2x3 11 4-1-7 702 I L1-7 Scale =1:19A Plate Offsets (X,Y)- f4:0-2-14 0-0-81 LOADING (par) SPACING- 240 CSI. DEFL. in (too) Ude0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.03 8 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.05 9 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.13 Horz(CT) 0.04 6 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 34111 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' 3-9: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 2=0-10A 5. ill Max Horz 2=129(LC 8) Max Uplift All uplift 100 Its or less at joint(s) 4,6 except 2=181(LC 8) Max Grav All reactions 250 Ib or less at joinl(s) 4, 6, 5 except 2=379(LC 28) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-330/43 BOT CHORD 2-9=82/254, 7-8=210/654 WEBS 3-7=671/216 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oC bracing, Except: 6-0-0 oc bracing: 8-9. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=18ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; End., GCpl=0.18; MWFRS (directions]); 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 par 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) o1 truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 6 except (jt=lb) 2=181. 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) 45111 down and 1191b up at 1-4-15, 45 Ib down and 119 IS up at 1-4-15, and 931b down and 57 Is up at 4-2-1 S. and 931b down and 571b up at 4-2-15 on top chord, and 7Ib down and 53 Ito up at 14-15, and 7Ib down and 531E up at 1-4-15 on bottom chord. The designtselection of such Connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the Buse are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 1-4-80, 9-10-20. 7-8=20, 5-6=-20 Thomas A. Albeni PE No.39380 MiTek USA, Inc. FL Carl 6634 89U Parke East BNd. Tampa FL 3361D Date: September 10,2019 AWARNING -Ventydoaign parameters and READ NOTES ON DOS AND INCLUDED MUEx REFERENCE PAGE MI47473 rev, I&OW015 BEFORE USE. Design ward for use anywim MTek® connemam. This design Is based only upon parameters shown, and is for an Individual Wgdlng component, not assass MY 21• e Was Netem Before use, me beading designer must vedy me applicability of design parameters and MWg lnce anam, this deep Into me overall buldingdesem. BmcmglMOd istoprewntWr gofddiVi altmnwftw&m hoNmem emwo r. Mdnbnaltemporaryandperromertemal MiTek' a atwayc reguked for Mangy andto prevem colmsewfth possible personal lnjuymd property damage. Forgenemlguidancelegardingme fvericaton,storage,delivery, erection and bracing oftrusses and Wss systems,see ANSDTprl Bundy Cdteda, DSB89 and BCS1 Bulldfng Component 6904 parka East BIW. SefeylnlormeNon avafteblehors TmssPWo Insure,216N.Lesa .9io31AAlexandria,VA=14. Tampa FL assio M Job was Truss Type Qly Ply Walsh Residence T76074396 J38351 ZHJ7 Diagonal Hip Giber 2 1 Job Reference (optional) Truss, Ft. Pierce, FL 34946 a LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13=118(F=59, B=59) 14-73(F=37, B=37) 8.240 s Jul 14 2019 MTek Industries. Inc. Tue Sep 10 09.24:25 2019 Page 2 ID:INmub4goEcpdh37zijasEOyjN73566tYku_grh2bnjfaMh62gVWueOSVtfyyaCwjtyf4De ®WARNING -Wray design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE M0.7473 rev. IaN3QO1SBEFORE USE. ' DeSignvalid for use onywllh MITAMOonnecton. Mis deslgn le based Dory upon parmelers shown, and IS for en Indimi bu8ditg camponenl not Mal a Uuss system Befae use, Use building designer must vedy8m epplirabi iiy of design parameters and pmpedy low,om a Nis design bdo the overall bulldingdeslgn.Brc gi i=edistoPmwntNgWhMAduXMsswebmdlaUOMMembeMma e.7WdRbnalbmpomryaMpermaneNbacNg NliTek' Is atways required for stabiliy and to pmvem collapse with possible personal injury and properly damage. Forgenemdlguklanceegaiding Me fabdradon,5omge,delivery,ereabnandbreaingoftmsses.M buss Intema.see ANSVTPll Dually Comdq DS849 and SCSI Bullion, Component Soreylndingougn mmosole � TNSSPiataln=t 0,218NLee SIrea.Sude312Nmndda,VA22314. 590a Parke East BNd. Tama, F136610 Jab a Truss Truss Type pry Ply Walsh Residence T18074397 J38351 ZHJ10 Diagonal Hip Girder 4 1 Job Reference (optional) easy vast I was, IL Fleece, rL avbeic 8.240 s Jul 14 2019 MiTek Industries, Inc. Tue Sep 10 09:24:22 2019 Page 1 ID:INmuMgoEcpdh37zliasE0yjN73-hXOkvis6NwJTkN 4vEBPOBuOMNOZIUbWGc G7Yyf4Dd -1-10-m a-1B-7 9-10-11 v10-10 1 4-10-7 an-f0 "I ix4 II ses =5 3x3 = Scale-1:24.9 Plate Offsets (X,Y)— (2:D-0-14,D-1-8] (4:0-2-14 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) fiber Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.05 6.7 >999 240 MT20 244/190 TCOL 20.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.07 G7 >999 180 BCLL 0.0 ' Rep Stress Inv NO We 0.34 Horz(CT) -0.02 4 nits n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 481la FT es 0% LUMBER. BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 4=210/10echanical, 2=52910-10-15, 6=363/Mechanical Max Horz 2=167(LC 8) Max Uplift 4=75(LC 8). 2=346(LC 8), 6=208(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=756/M48 BOTCHORD 2-7= 403/674, 6-7=-403/674 WEBS 3-6=685/418 Stnlctuml wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-0-15 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=18ft; B=451t; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 ' 2) As requested, plates have not been designed to provide for placement tolerances or tough 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 nonconclument 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 girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001Is uplift atjoint(s) 4 except (jl=1b) 2=346, 6=208. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 Its down and 119 Ib up at 1-4-15, 45 Ib down and 119 lb up at 1-4-15. 93 lb down and 571b up at 4.2-15, 93 Ib down and 57 lb up at 4-2-15, and 1371Is down and 110 lb up at 7-0-14, and 137 lb down and 110 Ib up at 7-0-14 on top chord, and 46 lb down and 53 lb up at 1-&15, 46 Ib down and 53 lb up at 1-4-15, 541b down at 4-2-15, 54 lb down at 4-2-15. and 39 Ib down and 301b up at 7-0A4. and 39 lb down and 30 lb 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 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 14=80, 5-8=20 Themes A. Albani PE No.39380 MiTek USA, Inc. FL Cart e834 6s04 Parke East Blvd. Tampa FL 33610 Date: September 10,2019 ®WARNING-Venry design parameters add READ NOTES ON MISAND INCLUDED MITER REFERENCE PAGEMP7472 n¢ rN0]flOrS BEFORE USE. Design rWN Or use anyweh MTek® connectors, Tals design Is based ony open parameters Minor. and Is for an Individual boating comporem am amiss system. Defeat use. the building destgnermust vedWine oppecabigry m deep parameters and property arsamorete this design into me overall buffiingdesign. BmdngindicffiedistaprewNW&"gafind'Mdual WsswebanNwcboNmembemmo/./WdRbnaltemporaryandpermanembracing MiTek' Is sliders required for stability an l to preeem collapse win passible personal injutrand property damage. For geneml guidance regarding the fabdcedon, storage, delivery, eremion and bmCng ofbnnan, and truss systems, we ANSUTPH Duality Comde, OSaaeandaC5l aulldldg Component 690a Pads East BM. Se/etylnformdNon avmlablehom TNee Plmelnmkme,218N.Lee M.Suxe3lZAlexandM.VA22J14. Tampa. FL MID Job • russ Truss Type Oty Ply Walsh Residence T78074397 J38351 ZHJ10 Diagonal Hip Girder q 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 MTek Industries, Inc. Tue Sep 10 09:24:22 2019 Page 2 ID:INmub4goEcpdh37zljasEOyjN734iXOkviseNwJTkK 4vEBP0Bu0MNOZIUbWGc G7Yyf4Dd + LOAD CASE(S) Standard Concentrated Loads (II Vert: 11-118(F=59, 8=59) 13=-107(F=53, S=-53) 14=73(F=37, 13=37) 15=4(F=-2, B=2) 16=69(F=34, 11=34) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1.741`3 re¢ fON32015 BEFORE USE. Design val4 bruse ongwdh Wows connectors. This design is based only upon parameters shown. Art is loran IMividual Wrong component not a buss sy9en Were use, Dar Wilding deslgnermust verylhe applicablBy of design parameters and prepedybocrpogra mi. design btobe overall 7 bwldingdesign. Brssingbdicaledls to prewntbuddingofindMtlual Was web anNor NONmembeisonty. AtldrisgratemporaryeMpurnanertbraWg MiTek' is~required for Stability and to prawn collapse win passible personal iNmy and property damage. ForgenealguWansaregagligNe fablkation,stoMe,deliveq.emd nandbacJngawmsm nsssygem.me ANSUTPIf Qualify Criteria, OSB49 and BCSI Building Companent 6914 Parka Ent BM. Saretylnlormagon .gable hdn Truss Plate Inst ute. 218 N. Lee Street, Suite 312. Aleaandds, VA=14. Tampa. FL Mi 0 Job , mss Tmsa Type Oty Ply Walsh Residence T78074398 J38351 ZHJ10A Diagonal Hip Girder 1 1 Job Reference (optional) I ruse, m nerve, ra a,do. 3x4 = 14 2019 MiTek Industries, Inc. Tue Sep 10 09:24:23 2019 2x3 II W II 34 =6 Scele: 12-=l. Plate Offsets (X,V)— I5:0-3-10 Edge1 (9:0-1-12 0-2-81 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.07 11 >999 240 MT20 2441190 TCDL 20.0 Lumber COL 1.25 BC 0.91 Vert(CT) -0.13 11 ,862 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.39 HIorz(CT) 0.09 7 me n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 56111 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' 3-11: 2x4 SP No.1, 4-8: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=61/Mechanical, 2=539/0.10-15, 5=528/Mechanical Max Harz 2=167(LC 24) Max Uplift 2=220(LC 8), 5=165(LC 8) Max Greg 7=96(LC 3), 2=548(LC 28), 5=528(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-748/154, 3d=877/209, 4-5=896/249 BOT CHORD 2-11=-208/626, 9-10=-406/1354, 4-9=348/134 WEBS 3-9=616/171, 5-9=311/1018 Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 8S9 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except 01--lb) 2=220, 5=165. 8) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500m. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 451la down and 119 lb up at 1-4-15, 451b down and 1191b up at 1-4-15, 100 Ib down and 661b up at 4-2-15, 93111 down and 57111 up at 4-2-15, and 1501D down and 107 lb up at 7-0-14, and 137111 down and 1101b up at 7-0-14 on top chord, and 71b down and 53 Ib up at 1-4-15, 7111 down and 53 lb up at 1-4-15, 20 lb down at 4-4-1, 161b down at 44-1. and 451b down at 7-0.14, and 391b down and 69 lb 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 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-5=80, 11-12=20, 9-10=20, 6-8=20 Thomas, A Miami PE No.39380 MITek USA, Inc. FL Cart 0634 69M Parke East Blvd. Tampa FL 33610 Date - September 10,2019 ®WARNING - Verify design paramelers and READNOTES ON rKS AND INCLUDED MITERREFERENCE PAGE MI47473 re✓. RVOlOcISBEFORE USE. essess �� **e Design veld for use antywith hiMeMconnectors. Thh design Is based onfd upon paramelers shown, and is fa an Individual auumrg exx nenl, not obusssyslem Before use, the bdding desigrermust vedyme applimbilfty of design paamelers and proper"osiiparee Wth s design into e overan ■■�� -.YE� � bulliingdesgn. Bracing indicated is to prevent bucking of individual Wss web anion chord membere say. AIdbionallon faryropermaneMbraWg Mel( always required for steamy and to prevent canapes win possible personal injuand pmpedy damage. Furgenenlguldanceregada,une fabrication,storage. dearerg erection and bracing of teases and truss systems. sea ANSYnot coast, Creole, DSB49 and SCSI Building Component 6904 Parke East Blvd. SeTaybMormNoa avadable Rom Truss Rate ingRute, 218 N. Lee atmel, nude 312 A mndda, VA 22314. Tampa, R 35610 Job y Truss Truss Type pry Ply Walsh Residence T18W4398 J38351 2HJ10A Diagonal Hip Girder 1 1 n!, Reference (optional) cam C-1 L �miw, FL S4;46 5.24U s Jul 14 ZU19 MITek Incluslnes, Inc. Tue Sep 10 09:24:23 2019 Page 2 ID:INmub4goEcpdh37zljasEOyjN73-9L672sk8ERMUZGSrez RbRmgilwBfVGjpfy(4Dc 6 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=16(F=14, 8=2) 15=118(F=59, B=59) 16=114(F=60, B=-53) 17=73(F=37, 8=37) 18=-76(F=-42, 13=34) ®WARNING -Verify design parameters andREAD N01E5 ON THIS AND INCLUDED MITER REFERENCE PAGE MII-0 TY ns , IOX3G015 BEFORE USE. y Design valld foruse on wtM h DeWcOarg ll This design le based any upon parameters shown, and Is for wpa an IndMduw wild, mnart, not a buss "am. Before use. Me bulling designer must verly Ue a,danti ny of design parameters and properlNo y oryWth orde s design ago e overall buldingdeagn. Bra gMd edislopme ntbua gof NdWualWnwebu&w Ucdmembemwy. AddWraltempomr,indpermanembracing WOW Is always required for Mobility and to ine"M w9apwwbh pow Ne personal Irturyand pmpedy damage. Forgenew guid.n. regarding the fabrication, storage, delivery, election and bracts oftmnes and buss systems,see AN9gfPlf Dually Contents, US889 and BOI Building Component 6906 Parke East BIA. Safoylnformatlon avalabNh Tmsa Platelnatbue,21BN.LMMMM.Uhe312Me dda.VAn314. Tampa. FL 36610 Symbols PLATE LOCATION AND ORIENTATION �4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. (T16 r 1 For 4 x 2 orientation, locate plates 0- y+s' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or 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: ANSIlrPl1: 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 I I dimensions shown o scale) ixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 02012 MiTek®A t Rights Reserved MiTek0 MiTek Engineering Reference Sheet: Mll-7473 rev. 10103/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. Sea SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of buss at each joint and embed fully. Knots and wane atjoint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI?PI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing Indicated on design. 14' Bottom chords require lateral bracing at 10 a. spacing, or less, i1 no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cot or alter buss 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 Criteria. K.l J