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..a Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek e' RE: 2141219-GROZA-DilMIEWED MiTek USA, Inc. Site Information: CODE COMPLIANCE 6904 Parke East Blvd. Customer Info: GROZA:WDI%LjW,1QGMTYModel: Tampa, FL 33610-4115 Address: SLASH PINE TRAIL,. B®%.#%.q ivision: . City: FORT PIERCE State: FLA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: FIDE COPY State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 54 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. RECEIVED No. Seal# Truss Name Date No 1 T18543250 Al 11/1/19 23 2 T18543251 A2 11/1/19 24 3 T18543252 A3 11/1/19 25 4 T18543253 A4 11/1119 26 5 T18543254 A5 ll/l/19 27 6 T18543255 A6 11/1119 28 7 T18543256 A7 1111/19 29 8 T18543257 A8 11/1/19 30 9 T18543258 A9 11/1/19 31 10 T18543259 A10 11/1119 32 11 T18543260 All 11/1119 33 12 T18543261 B1 11/1/19 34 13 T18543262 B2 11/1119 35 14 T18543263 B3 11/1/19 36 15 T18543264 Cl 11/1/19 37 16 T18543265 C2 ll/l/19 38 17 T18543266 C3 11/1/19 39 18 T18543267 CJ1' 11/1/19 40 19 T18543268 CJ3 ll/l/19 41 20 T18543269 CJ5 11/1/19 42 21 T18543270 D1 11/1/19 43 22 T18543271 D2 11/1/19 44 Seal# Truss Name Date EJ4 E.15 EJ21 EJ22 EJ51 EJ53 EJ71Gl G2 G4 G6 11/1%' HJ7 K2 Q The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter 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 jurisdicfion(s) identified and that the designs comply with ANSI/TPI 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 property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1AN B Is ma Permitting Department St. Lucie County WAL Tech. LLC, 5109 Grand Palmetto Way. North Port, FL. 34291-8049 Christopher D. Beers C.BEERS Date: 11-14-19 Jfn P. ,,�V"'\CE 39 D. :.¢ STATE OF Wafter P. Rnn PE No22839 MiTek 11M. Inc R. Pert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 Finn, Walter 1 of2 IMM® �MiTek® RE: 2141219-GROZA-DUNN - Site Information: Customer Info: GROZA BLDRS Lot/Block: . Address: SLASH PINE TRAIL,. City: FORT PIERCE Project Name: DUNN Model: . Subdivision: . No. Seal# Truss Name. Date 45 T18543294 K4 11/1119 46 T18543295 K5 11/1/19 47 T18543296 L1 11/1/19 48 T18543297 M1 11/1/19 49 T18543298 V1 11/1/19 50 T18543299 V2 11/1/19 51 T18543300 V3 11/1/19 52 T18543301 V4 11/1/19 53 T18543302 V5 11/1/19 54 T18543303 V6 11/1/19 State: FLA 2of2 MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply T18543250 2141219-GROLA-0UNN 1 Scissor 1 1 Jab Reference (optional) 5.00 12 4.6 II 4 Scale -1:622 3x4 G 3x4 J 3 514 5x6 i Sx6 13 2 6 10 15 12 6x12 MT20H3 = 11 9 .^p 6x12 MT10HS 250 12 6xt2 MT201S 8 fv ST1.5x8 STP = ST1.Sxe STP = ]x10 = 7x10 3x4 Set 1]-4-0 25-fL0 34.8.0 HHO9-0-0 B-0-0 8-0-0 I 9-0-0 Plate Offsets (X.Y)- fl:0-1-8.0-0-81. f1:0-8-2,Edgej, f2:0-3-0,0-3-41, f6:0-3-0,0-3-01, [7:0-1-8,0-0-e],17:0-8-2,Edgel, f10:0-6-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (toe) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Veri -OA9 10 >829 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Ved(CT) -1.18 9-10 >347 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.69 7 at rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wimd(LL) 0.59 10 >693 240 Weight 156 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Ercepl' TOP CHORD Sheathed. 1-2,6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. BOT CHORD 2x4 SP No.1 *Except* 1-1 1,7-9:2x4 SP M 31 WEBS 2x4 SP No.3 , WEDGE Left 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1528/0-8-0, 7=1625/0-8-0 Max Herz 1=164(LC 13) Max Uplift 1=-531(LC 12), 7=-580(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-5661/3317, 2-12=5477/3318, 2-13=-5294/3027, 3-13=-5157/3028, 34=3842/2167, 4-5=-3842/2141, 5-14=.5135/2931, 6-14=-5272/2929, 6-15=-5497/3120, 7-15=-5632/3110 BOT CHORD 1-11=2947/5205, 10-11=2328/4562, 9-10=2398/4564, 7-9=-2789/5175 WEBS 4-10=-1290/2522,5-10=-1040/841, 5-9=-245/649, 6-9=298/397,3-10=-1048/849, 3-11=-321/656,2-11=-308/458 FP NOTES- 1) Unbalanced live loads been for this design. ���R roof have considered 2) Wind: ASCE 70mph Vasd=132mph; TCDL=4.2psf; BCDL= Cat.7 �� �� P ........... gust) �� E •�,VC SF•'.• �i 7. 0,; Extedo -0 t 2 -4-D, and C-C E GCpi=0.18;MWFRS(envelgpe)and C-C Exlenar(2)0.4-0106-0-0,Interior(1)64-0to17-40, Extedor(2)1]-0-O 10233-0, Interior(1) WF S (envelope) � 234.0 to 35.8-0 zone; cantilever left and right exposed ;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 NO 22839 •; 3) All plates are MT20 plates unless otherwise indicated. * ' 4) This truss has been designed for a 10.0 pad bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.opsf an the bottom chard in all areas where a rectangle 3.6-0 tall by 2-M wide -p ; will fit between the bottom chord and any other members.44/ OF 6) Bearing atjoint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ••• 4QJ •� capacity of bearing surface. �, T Q•: �� �i,�S' 0 R Q 7) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 lb uplift aljoint(s) except Gt=1b) 1=531,7=580. .. . ..... • `�� `�� LOAD CASE(S) Standard 1,11111111110 Walter P. Finn PE No.22839 • MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November1,2019 ®WARNING-vuslydwlgn pammatrs and READNOTES ON THISANDINCLUDED MITEK REFERENCEPACE 111IJ470rev. 1atemins BEFORE USE. �■■ Desigavalid for use only MemekO mnnealnrs. TBis design Is based any upon parameters shown, and Is for an Individual budding component not a Wss system. Before use, the building designermuslverify Pe applicability of design parameters and properly incorporate Nis design Into the overall +•�Yp�p`� building design. Bracing Indicated is to prevent buckling ofindividual truss web andlorchord members only. Additional tempoary and permanent bracing MfTek- la always required for stabllily and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication, storage. dell erection and bradng of busses and Wss systems,sea ANSIrrPll Quality Criteria,DSB-89 and Best Building Cantonment 69134 Palle East Blvd. Salerylnformation available from Truss Plate InstiMe. 218 N. Lee Street Suite 312, Alexamdda, VA 22314. Tampa, FL 36610 Job cuss I ype ly T18543251 2141219-GROZA-OUNN Pas Sdssar 1 1 Job Reference o tional Buudms Fusoicurce, Fort Piece, FL 34945 Run: S. I ID:ib1 6-8-10k 119-5 174-0 2 64-f0 50.11 I 56-01 4.6 II 4 3x4 i 3 5.00 12 Gas i 12 2 9 6xi2 M`20HS = 11 10 yj 6x12MT2OHS o 2.50 12 Sx12 ST1.5x8 STP = Sure 5 13 6x12 MT2OHS O 5x6 614 H-DHl- I 2 1 258-0 34 8 0 Scx10 =1:62.0 ST1.5x8 STP = 5x12 Plate Offsets (X,Y)- fl:0-5-7,Edeel. [2:0-3-0,03-41. f6:0-3-0,03-41. [7:0-5-7,Edpe1(9:0-6-0.0-341 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (lot) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ven(LL) -0.49 9 >825 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Verl(CT) -1.18 9-10 >347 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.69 7 We rda BCDL 10.0 Code FBC20177TPI2014 Matrix-SH Wlnd(LL) 0.59 9 >687 240 Weight 155 lb FT so 20% LUMBER - TOP CHORD 2x4 SP M 31 *Except' 24,4-6: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' 9-10,8-9: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING. TOP CHORD Sheathed. BOT CHORD Rigid telling directly applied or 3-10-9 oc bracing. REACTIONS. (lb/size) 1=1530/0-8-0, 7=1530/0-8-0 Max Horz 1=150(LC 17) Max Uplift 1=531(LC 12), 7=-531(LC 13) FORCES. (lb) -Max. CcmpJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-11=-5669/3337, 2-11=-5486/3338, 2-12=-5303/3048, 3-12=-5165/3049, 34=3851/2189, 4-5=3851/2184, 5-13=-5165/3044, 6-13=-5303/3042, 6-14=5486/3333, 7-14=-5669/3332 BOT CHORD 1-10=2982/5212, 9-10=-2429/4570, 8-9=2441/4570, 7-8=2971/5212 WEBS 6-8=308/458, 4-9=1306/2529, 5-9=1048/846, 5-8=-320/656, 2-10=-308/457, 3-9=-1048/846, 3.10=.320/656 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) 04-0 to 64-0. InIonor(t) 6-0-0 to 174-0, Extenor(2) 174-0 to 234-0, Interior(1) 234-0 to 344-0 zone; Cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 7 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ql=1b) 1=531, 7=531. LOAD CASE(S) Standard \\1111I1111 oP�-(ER P. No 22839 1. 0�.. $ : ��` 5'O N Ai �1111"NG`� Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING -treaty Ceslgn panmatere antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0311015 BEFORE USE. '-■�' Design veld for use only with McA9 contractors. This design is based only upon parameters shown, and is for an individual building oarawronl, not (i.�i■tj a truss system. Before use, the building designer must verily the appaczbifty of design parameters and properly moo"rate this design into Pe overall buildingdesign. Bracing indicated is to prevent buckling ofindividualtmseweb andlorrho !membersonty. Additional Wmpomq and permanent bracing MiTek' Is always Rqubed for stability and to prevent collapse win possible personal injury and properly damage. For general guidance regarding the interaction. storage.detwery, erection and bracing of busses and truss systems see ANSUTPIt Duality Criteria, DS949 and SCSI Building Component ages Parke East ave. SeAnyinrmmagon available M1om Tmsa Plate InsdMe, 218 N. Lee Street, 9wte 31; Alexantlria. VA 22314. Tampa, FL 36610 Job Truss Truss ype Dry Ply T19543252 216t219-GROZA-0UNN A3 Scissor 1 i Job Reference o genet Builders Firabloume, Fort Piece, FL U945 Scale=1:62.3 5.00 12 OMPE 5x6 i 16 3x4 i 4 602 MT20HS 250 t2 4.6 11 10 6x12 MT20HS = 3x4 6 17 6x121.fT20H3 Zr 5x6 Q 7 18 ST1.Sxa STP = 2x4 It 4x10 MT20HS 7x1D 2x4 3x4 9-0-0 174-0 259-0 34-8-0 Plate Offsets (X Y)- [2:0-1-8 0-0-81 [2:0-8-2 Edae1 [3:0-3-00-3-41 [7:0-3-00-3-0I [8:0-0-2 Edgel [10:0.6-00-3-01 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(L-) -0.51 10 >808 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Verl(CT) -1.21 9-10 >340 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.71 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MatnxSH Wmd(LL) 0.61 10 >675 240 Weight: 1621b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 3-5,5-7: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' 10.11,9-10: 2x4 SP No.1, 12-13:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. Qb/size) 8=1537/D-3-8, 2=1634/0-8-0 Max Hoe 2=164(LC 16) Max Uplift 8=535(LC 13), 2=582(LC 12) BRACING - TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 3-10-7 oc bracing. Except: 4JM oc bmcing: 8-9 FORCES. (Ib) -Mm Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-15=5669/3154,3-15=-5534/3165,3-16=-5311/2957, 4-16=-5173/2959,4-5=-3883/2171, 5-6=-3883/2197,6-17=-5273/3097,7-17=-5410/3096,7-18=-5628/3408,8-18=-5815/3407 BOT CHORD 2-11=2824/5209, 10-11=-2435/4591, 9-10=2431/4636, 8-9=-3048/5361 WEBS 7-9=-353/488,5-10=-1312/2553, 6-10=1080/866, 6-9=-349/698, 3-11=-297/395, 4-10=-1039/840, 4-11=-243/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; he1Sit: Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2)-1-&0 to M.D. Intedor(1) 5-0-0 to 174-0, EMenor(2) 17-4-0 to 234-0, Interior(1) 234.0 to 34-64 zone; Cantilever left and Tight exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 8, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joints) except at -lb) 8=535,2=582. LOAD CASE(S) Standard R aP .......... E NB No 22839 �0R10• N�` ON A; �itill"t?C?,. Walter P. Finn PE No.22039 MTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ® WARNING - Vera, deal,.panmvfarsadd READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PACE M1l-T473rev.10Po31MBEFORE USE. Design valid far use only with MiTek9 connectors. This design is based only linen parameters shown, and is for an individual building componenti not a boss system. Before use, the building designer must verify the appreabihi, of design paramalare and R,.dy incorporate this design unto the ovenli buildingdesign. Bracing indicated is to prevent buckling of individual tmss web and/or annualmembers only. Additional temporary and permanent bran, MiTek' is always required for stability and to prevent collapse with possible personal injury and propertydamage. For garmal guidance regarding the fabrication,storage, delivery, erection and braiding of bosses and truss systems, see ANSgTPll Deputy CNfeda,DSB-89 and BOB# Building Componer,f 6904 Parke East Blvd. S4feryleforemahn available tram Than Rate lentime, 218 N. Lee street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Joe N55 type Gby y Pas T18543253 2141219�GROIA-0UNN Scissor 1 1 Job Reference (optional) Builders FirstSoumd, Fort Piece, FL U945 4x10 MT20HS = ST1.5x8 STP = 7xto a 3x4 2x4 Scale=1:64.7 4x10 MT2OHS = 2x4 II LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017fTP12014 CSI. TC 0.95 BC 0.87 WB 0.97 Matm-SH DEFL, in (Joe) Well L/d Vert(LL) -0.51 10 >808 360 Vert(CT) -1.21 9-10 >340 240 Horz(CT) 0.71 8 n/a No Wind(LL) 0.63 10 >649 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight 162lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Sheathed. 3-5,5-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3.7-15 oc bracing. Except: BOT CHORD 2x4 SP M 31 *Except' 4-2-0Gobracing: 8-9 10-11,9-10: 2x4 SP No.1, 12-13:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=1537/0-3-8, 2=1634/0-8-0 Max Harz 2=164(LC 16) Max Uplift 8=535(LC 13), 2=-582(LC 12) FORCES. (Ib)-Max. CompJMax.Ten.-Allforces 250(I1g) or less except when shown. TOP CHORD 2-15=5669/3359, 3-15=-5534/3370, 3-16=-5311/3155, 4-16=-5244/3164, 4-5=-3883/2278, 5-6=-3883/2303,6-17=-5342(3197, 7-17=-5411/3182, 7-18=-5628/3505, 8-18=5815/3503 BOT CHORD 2-11=3058/5209, 10-11=2634/4591, 9-10=-2580/4636, 8-9=-3138f5361 WEBS 7-9=353/483, 6-10=-1399/2553,6-10=1080/970,6-9=-344/698,3-11=-297/391, 4-10=1039/941,4-11=-238/648 FP f// NOTES- `,t%IER 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph Vasd=132mph; TCDL=4.2psf, BCDL=5Apsf; Cat. II; Exp C; Encl., �� ~L� N •' �O (3-second gust) h=15f; ��� .CAP:•' (3E .. ��.� `SF '. �i GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(l) 5-0-0 to 174-0. Fxtedor(2) 174-0 to 25-9-13, �� Interior(1)25.9-13 to 34-6.4 zone; cantilever left and right exposed ;G-C for members and forces& MWFRS for reactions shown; NO 22839 Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9 •. A F 6) Bearing at joints) 8, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify !V Q �� capacity of bearing surface. T Q•: �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Gt=lb) 8=535, 2=582. �ii�tS •., O R It �.•`��`�� /j///S/0N A' LOAD CASE(S) Standard Walter P. Rnn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ® WARNING -Verify design pardmefars and READ NOTES ON THIS AND INCLUDED MITERREFERENOE PACE 111II.7473 rev. Masons BEFORE USE. Design valid for use only wiN MiTek3l conned... This design Is based only upon pam arters shown, and is for an Individual building component not a truss system Before use, the building designer must verify the appllrabifty of design parameters and property Incnryorate this design laid the overall buildingdesign. BradngindimtedistopreventbucKingofindividual Wsswebandlorchodmembomonly. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding Pe fabrication, slarege,delivery,election and bradnpaftrusses and Wsssystems.eeo ANSVTPIf Quality Drlferla, DSB-89 andBCSl Building Component 6904 Palle East BIM. Safelylnformagon evadable (rum Truss Plate tnebtde, 218 N. Lee Str .L Suite 312, Alexandria, VA 22314. Tampa, R 36610 Job Truss Type Qry Ply T1B543254 2141219-GROZA-QUNN Hip 1 1 Job Reference (optional) Binders rustsoume, ran Vince. ec wean 5x8 = 5.00 12 Sxe 4 5 ST1.6x8STP = Tali 3x4 4x10 MT20HS = 2x4 II Scale=1:64.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -OA8 11 b851 360 MT20244/190 TCDL 15.0 Lumber DOL 1.25 BC '0.98 VerUCT) -1.09 8-10 >378 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress [net YES W B 0.43 Horz(CT) 0.69 7 rile n/a BCDL 10.0 Code FBC2017lrP12014 MatrixSH Wmd(LL) 0.62 11 b657 240 Weight 165 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31'Except* TOP CHORD Sheathed or2-2-0cc Parma. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-5-1 cc bracing. Except: BOT CHORD 2x4 SP M 31 *Except- 4-1-0 cc bracing: 7S 11-13,9-11; 2x4 SP No.1, 15-16: 2x4 SP No.2 WEBS 1 Row at midpl 3-12, 6-10 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 7=1537/0-3-8, 2=1634/0-8-0 Max Horz 2=144(LC 16) Max Uplift 7=514(LC 13), 2=-561(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-18=-5742/3654, 18-19=-5609/3658, 3-19=5647/3668, 34=4371/2738, 4-5=4615/2954, 5-6=4388/2683, 6-20=.5673/3692, 20-21=-5698/3688, 7-21=-5869/3678 BOT CHORD 2-14=-3338/5275,13-14=-3343/5245, 12-13=-3340/5268,11-12=-2225/4034, 10-11=.2151/4049, 9-10=-3344/5406, 8-9=5348/5384, 7-8=-3348/5409 WEBS 3-14=0/314, 3-12=1250/1099, 4-12=238/513, 4.11=644/1031, 5-11=-646/1008, 5-10=.250/528, 6-10=-1367/1176, 6-8=0/317 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 15-0-0, Extedor(2) 15-0-0 to 28-1-13. Interior(1) 28-1-13 to 34-64 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 par bottom chord live load noncencurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members. 7) Bearing at joints) 7, 2 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=514,2=561. LOAD CASES) Standard IIIIIIIIIIII ..'601 ER . P GENSF:'t No 22839 ' S'O N 11110 E?Ca�. Walter P. Rnn PE No.22839 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November1,2019 ®WARNING-Verhydeslgapaeparti s and READ NOTES ON THIS ANDUCLODEOMITEKREFERENGEPAGEMII.700rer. f0/03QOISBEFORE USE Oesign valid faruse only with endR®cunnedivs. This design is based only u,be.,n euters shown. and is loran Individual building campm.ni. not a Imps system. Beim use, the bulding designer must verify the applicab0ty of design parameters and property inroryarale an, desgn ant. the dexpel building design. Bering Indicated is to prevent buckling of individual bass web and/or Word members only. Additional temWmq and permanent trading M!Tek' N always returner for stability and to prevent collapse with passible personal injury and property damage. Forgeneen guideme regarding the remodllm. storage ,delivery. ensure. and trading of Ines esanall buss systems.see ANSI?P11 Qualiy enteda,DSB-89 and Best Building Component 6e04 Parke East Blvd. Sefery rr rormatlon available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 o Truss russ ype ty Fly T1B543255 161219�GROZ DUNN 1011 A6 Hp 1 1 Job Reference o tional Builders FkatSource, Fort Piece, FL M945 Run: 8.240a Feb 112019 Print 8240 a Jul 272019 MiTek Industries, Inc Fri Nov I09:29A52019 Pagel • ID:ibVR7VbGVCNjKrVV3JK6Wgz8k98-0PJSM16MEur Cbc5gne8LG1ZkHWH4UL8RIghcyNd2q 1-0 610-0 13-M 174-0 21-8-0 27-10-0 a4-8-0 • -0-0 fi-10-0 fi-2-0 4-0-0 44-0 6-2-0 6-10-0 Bata 1,T201-15 = ST1.5xB STP = 7x10 3x4 2x4 II 6xl2MT20HS = 2x4 Scala: 3116"' 4x10 N1T20HS = Zx4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip'DOL 1.25 TC 0.78 Ven(LL) -0.60 12 >686 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Ven(CT) -1.35 12 >305 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.80 8 No ma BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.80 12 >514 240 Weight: 165 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except' TOP CHORD Sheathed or 2-1-2 cc purlins. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 34-5 cc bracing. Except: BOT CHORD 2x4 SP M 31 *Except' 4-1-0 cc bracing: 8-9 12-14,10-12: 2x4 SP No.1, 16-17: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 8=1537/0-3-8, 2=1634/0-8-0 Max Harz 2=127(LC 16) Mac Uplift 8=492(LC 13), 2=539(LC 12) FORCES. (lb) -Max. CompJMax.Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 2-19=-5739/3855, 19-20=-5618/3858, 3-20=-5604/3866, 3-4=4739/3132, 4-5=6572/4302; 5-6=-6572/4302, 6-7=4770/3090, 7-21=5716/3903, 21-22=-5763/3895, 8-22=5888/3891 BOT CHORD 2-15=3524/5267, 14-15=-352715255, 13-14=3521/5272, 12-13=2636/4404, 11-12=-2572/4434, 10-11=-3542/5424,9-10=-3548/5408,8-9=-3546/5421 WEBS 3-15=0/253, 3-13=898/876, 4-13=194/420, 4-12=-1580/2485, 5-12=-256/276, 6-12=1594/2453,6-11=-213/440,7-11=-1013/960,7-9=0/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C: Encl.. GCpi=0.18; M WFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-M, Intedor(1) 5-0-0 to 13-0-0, Extedur(2) 13-0-0 to 30-1-13, Interior(1) 30.1-13 to 34-6-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent 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 8t between the bottom chord and any other members. 7) Bearing at joint(s) 8, 2 considers parallel to grain value using ANSI/rPI 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 jaml(s) except (jt=1b) 8=492,2=539. LOAD CASE(S) Standard No 22839 -10 O 0 F 4U Walter P. Flnn PE ND.22639 li USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November1,2019 ®WARNING- Vedly design parameter and READ Mersa ON MIS AND INCLUDED MITEK REFERENCE PAGE MIId47]rev. IM3/2015BEFOREUSE. ��e® valid for usaosti.a. A4Tedid,dnecbrs.matdesigne Casedonly uponparametersarsanand isfor Individualts desgmmponen4not Nil it bass design in Its design Into Me ovemll and properly inronal a bass system. Before usa, Na budding designermustveffy me appftruss ��-���.YYYY w b chord members Am weband/oran cboNmemamage.y.AddiBonal temporaryand permanent bracing Owlding design.Bxdnglffilyeed is topreven.I.pd WM MiTek' isalwaysrequiredforstability andu prevent collapse possible Personnel personalis,seantl Property damage. Fprgenemlguidanceregarding Ne ospassible fabricator. storage. blaringtiiWues an. Wssreetema,e AN8VAPII Lriferla, OSBA9 and Best Building Component East Blvd. awadal , from 31 =14. 8arerylnrprmation availade tram Tmss Plate Institute, 2te N. Lee Street, Suite 312, AIexaMda, VA 22314. Ta pa.Fle Tampa, FL 36610 Jo cods Truss Type Qry Fly T18543256 2141219-GROZA-DUNN ] ads., 4 1 Job Reference (optional) Builders Finds... FortPiece, FL 34945 8.240e Scale: 1/411' alone = ST1.5x8 STP = LOADS IMPOSED BY SUPPORTS (BEARINGS). Me Plate Offsets(XY)— (2'0-5-7Edae] [3:0-3-00-3-0] [10:04-00-3-0] [11:0-1-00-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.26 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Ven(CT) -0.58 8-9 >537 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Hcrz(CT) 0.33 11 Iva n/a BCDL 10.0 Code FBC2017frP12014 Matrix-SH Wind(LL) 0.32 10 >992 240 Weight: 133 lb Fr=20% LUMBER. TOP CHORD 2x4 SP No.2 *Except* 1-3:2x4 SP No.1 BOT CHORD 2x4 SP N0.2 *Except' 2-10: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except' 7-11: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Sheathed or2-2-0cc parlors, exceplendverticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 GG bracing. REACTIONS. (lb/Size) 2=1270/0-8.0, 11=117210-3-8 Max Hoe 2=288(LC 12) Max Uplift 2=-474(LC 12), 11=-365(LC 13) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1h) or less except when shown. TOP CHORD 2-12=4080/2396, 3-12=-3945/2407, 3-13=-3666/2179, 4-13=-3528/2180, 4-5=2119/1329, 5-6=-2118/1356, 8-11=-1172f705 BOT CHORD 2-10=-2425/3734, 9-10=-196912982, 8-9=-949/1431 WEBS 6-9=212/576, 4-10=289f707, 4-9=1076/869, 5-9=-667/1196, 6-8=18(3/1291, 3-10=-356/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; CaL II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2)-1-0.0 to 5.0-0, Interior(l) 5-0-0 to 17-4-0, Extenor(2) 17-4-0 to 234.0, Intedor(i) 23-4-0 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and (areas & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This truss has been designed for a 10.0 sf bottom chord live load nonconcunenl with an other live loads. 3) 9 P Y 4) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Ol between the bottom chord and any other members. 5) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSV flat 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 2=474,11=365. LOAD CASE(S) Standard 11111111/// J♦%,P� ER e P, F//k 4 i No 22839 T•S ��� .-'SLS,O N Al 1111111110 Walter P. Finn PE ND.22839 MRek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING. Vedy daslgn Parsmahrs and READ NOTES ON THIS AND INCLUDED MNEI ( REFERENCE PAGE M11-74T3 rs v.1 UM015 guess USE Design valid for use only with klacka, connectors. This design is based only upon parameters shown, and is for an individual building component not a horse dystem. Before use, the building designer must verify the appfwbii ty ofdesign parameters and property incorporate this design into the overall �-�•YY buildingdesign. Bidding indicated is to prevent buckling ofindividual truss web andior chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. Furgeneralguidanceogardingthe fabrication, storage. deWery,enec4an and trading of losses and Wss systems, see ANSVTRII Quality Criteda, DS849 and BGS1 Building Component le0 Parka East Bind. Safeylafemraffoe available born Truss Plata Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, R 36610 oTruss mss ype Oty y T1B54325T 216121&GROZA-DUNN AS Sdssor 1 1 Job Reference o Donal Soldiers FustSouri Fed Piece, FL 34945 nun: asauareo n Lela rnnu 8140 s ju, a area Mnec Mausmea, eel. F11N.v 105.25.45 2VISrasv, ID:ibVR7446bGVCNjKr`N3JK6 Wgz8k98<PJSMI6h4Eu W Cbc5gne8LG7RkG9H6MLBRIghcyNd2q 6.8-10 11-96 i]-0-0 22-10-11 36-8-0 6-&10 SA11 5.6-11 54i-11 3-9-5 ST1.5x85TP = 4x6 = LOADS IMPOSED BY SUPPORTS (BEARINGS). Scale= IA6.9 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOLL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.92 BC 0.98 WB 0.83 Malrix-SH DEFL in Ven(LL) -0.26 Ved(CT) -0.58 Horz(CT) 0.34 Wind(LL) 0.32 Qoc) I/deft Lid 7-8 >gg9 360 7-8 >536 240 10 n/a Na 1-9 >976 240 PLATES MT20 Weight: 1321b GRIP 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except• TOP CHORD Sheathed, except end venjcals. 1-2: 2x4 SP NoA BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 1-9: 2x4 SP No.1 WEBS 2x4 SP No.3'Except' 6-10: 2x6 Ste No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=117510-8-0, 10=117510-3-8 Max Horz 1=274(LC 12) Max Uplift 1=-425(LC 12). 10=-366(LC 13) FORCES. (lb) -Max. Comp./Max. Ton. -All forces 250(lb) or less except when shown. TOP CHORD 1-11=-4097/2586, 2-11=-3932/2587, 2-12=3694/2268, 3-12=-3556/2269, 3.4=2125/1344, 4-5=-2124/1360,7-10=-11751718 SOT CHORD 1-9=-2511/3770, 8-9=-1978/2996, 7-8=-967/1434 WEBS 5-8=213/578, 3-9=367/714, 3-8=-1085/875, 4-8=670/1200, 5-7=1807/1314, 2-9=366/499 ,,tItlllll///I,, NOTES. s%%sR F. ,GI_` P.•' • • • • • 1 n. s Unbalanced roof live loads have been considered for this design. Cat. II; Fete C; Encl., %% V %.� �GENS'':�' . 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vesd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 04-0 to 64-0. Interior(1) 64-0 to 174-0, Exterjor(2) 174-0 to 23-4-0, Intenor(i) of 0 22839 23-0-0 to 26-54 zone; cantilever left and right exposed ;C-C for members and farces 8 MWFRS for reactions shown; Lumber •:' DOL=1.60 plate grip DOL=1.60 Tk : 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurtenl with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. TA OF [(/ Z 5) Bearing atjoint(s) 1,.10 considers parallel to grain value using ANSI]TPI 1 angle to grain formula. Building designer should verify •✓y`� 00.. 1. i�,T' capacity of bearing surface, truss to bearing 100 lb uplift at)oint(s) except Ut=1b) .. 1 Q 6) Provide mechanical connection (by others) of plate capable of withstanding i�CCs . �iS .` `C'J 1=425,10=366. �QNA' ``_% LOAD CASE(S) Standard Walter P. Finn PE No.22839 • MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING- Veers design pammefers and READ NOTES ON THIS AND INCLUDED MUREFERENCE PAGE Mli mr. 1tlPoM aBEFORE USE. Design valid for use only with MiTeIW connectors. This design is based only upon parameters si and is for an individual building component, not a truss system. Before use, the building designer must verify Me appgcebilty, of design parameters and properlymcmpprele Nis design into Me Micron building design. among Indicated is to prevent buckling of individual truss web and/or chard members only. Auditiors? temporary and permanent bradng MiTek- Is always required for stability and to prevent collapse with passible personal injury and property damage. Fa general guidance regarding the fabrication, storage. delivery, erecton and bidding of masses and Wss systems, see ANSgTPll Quality Gdfeda, DSB49 and BOB# Building Component 69N Parke East Blvd. Safety Inforneflon available from Truss Plate Institute, 218 N. Lee SVeet, Suite 312, Atommi uVA22314. Tampa, 1 36610 Job N55 ruse Type Cry Fly T18543258 2141219-GROZA-0UNN Scissor 1 1 Job Reference C.pIkarell Builders F'ust9oume, FOR Piece, FL M945 nun:a.eays ceo,,a,s Inn, .."a . 'a , , -'s.a., a„n.=o,e=, n,e. r,,IN- too. I e=. 4 ID:ibVR7,`.N6bGVcNjKrW3JK6Wgz8k98.Ybtgae7JrYOTxMAofNlthZpAB8c00ZcUN5VOD2yNd2p 4L111-4s 174-0 22-10.11 26-8-0 911V12 SO-11 5-6-it Still Scale: 1/4'=l' 4x6 = 5xe VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL STt.5xB STP = LOADS IMPOSED BY SUPPORTS(BEARINGS). 9-0-0 174-0 26-8.0 9-0.0 84-0 9-0-0 PI t OffsetsIXY)- [1:0-5-7Edge] f2:0.3-00-3-0] [9:0-4-00.3-0] [10:0-1-00-2-81 LOADING (ps1) SPACING- 2.0-0 CSI. DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 VerULL) -0.26 7-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Verl(CT) -0.58 7-8 >536 240 BOLL 0.0 N Rep Stress Incr YES We 0.83 Horz(CT) 0.34 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.32 1-9 >976 240 Weight 132111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-2: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except" 1-9: 2x4 SP No.1 WEBS 2x4 SP No.3'Excepr 6-10: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1175/0-8-0, 10=117510-3-8 Max Horz 1=274(LC 12) Max Uplift 1=425(LC 12), 10=-366(LC 13) BRACING- TOPCHORD Sheathed, except end verticals. BOT CHORD Rigid Ceiling direcily applied or 2-2-0 oc bracing. FORCES. (to) - Max. CompJMax. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD 1-11=-4097/2609, 2-11=-3932/2610, 2-12=-3694/2364, 3-12=-3624/2374, 34=-2125/1408, 4-5=-2124/1433, 7-10=1175/773 BOT CHORD 1-9=-2654/3770, 8-9=-2148/2996, 7-8=-999/1434 WEBS 5.8=-243/578, 3-9=3671714, 3-8=-1085/977, 4.8=-731/1200, S-7=1807/1344, 2-9=-366/499 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=5.Opsf h=15ft; CaL It; Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-4-0 to 64-0, Interior(1) 64-0 to 174-0, Exterior(2) 174-0 to 25-9-13. Interior(t) 25-9-13 to 26-54 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconculrenlwith any other live loads. 4) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Bearing atjolnt(s) 1, 10 Considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 1=425,10=366. LOAD CASE(S) Standard 1111111111/ �.(ER P. F�� �ii GENgF:2 No 22839 ice• � a' i .�O SSa0R,oP�ZI \�<% Walter P. Finn PE No.22839 MITEk USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November1,2019 ®WARNING -Vaulty dal Parsmefere and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE 161-7473 raw 1p Mats BEFORE USE. Design valid for use only add Morales) connegors. This red, Is based only upon parameters shown, antl is for an individual building component, not HV 7 a "as system. Before use, the building designer must vent' the applicablEy of design parameters and propery temperate We design Into the overall bulldingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and pelmanembracing M[Tek• is always reoubed forstabiliy and to prevent.liapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. deduuyerectim and bracing ofteades and truss systems, see ANSMII Dually Cnferla,DSB-89 and SCSI Building Component 6g04 P.A. East Bya. Safely Information a suable hom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job toss Type Oty y T18543259 2141219-GROZA-0UNN A10 Nip Pip 1 1 Job Reference (optional) Builders FkatBeurce, Fort Piece, FL 34945 Wm:6.[4Va Febn[m8 root alaism [r[me miles mawmea. Tile rnrvpv tun:za:4d [ma slat a ID:ibVR7W6bGVcNjKrW3JK6Wgz8kgB-Ybtgae7JrYOTxMAo(NlthZp8L8duOWrUN5VOD2yNd2p 7-10.0 15-0-0 19-M 26.8-0 7-10-0 ]-2.0 443-0 ]-0-0 ST1.5x8STP = Sx8 5.Oo 12 fT(:]B 5x8 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL ,LOADS IMPOSED BY SUPPORTS (BEARINGS). 17-0 26-8.0 1-10.72-0 27-0.0 Scaled/4'=1' Plate Offsets (X Y)- rl:0-5-7 Edgel f3:0-5-12 0-2-81 f4:0-5-12 0-2-8) 112:0-1-0 0-2-81 LOADING (psf) SPACING- 2.0.0 CSI. DEFL, in (lot) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ver(LL) -023 11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Ved(CT) -0.54 9-11 >578 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES We 1.00 Hom(CT) 0.32 12 me Na BCDL 10.0 Code FBC20177TPI2014 Matrix-SH Wind(LL) 0.35 9-11 >902 240 Weight: 1341b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 1-2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except' 1-10: 2x4 SP No.1 WEBS 2x4 SP No.3'ExmpP 5-12: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Sheathed, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 Oc bracing. WEBS i Raw at micipl 2-9 REACTIONS. (lb/size) 1=117510-8-0.12=117510-3-8 Max Horz 1=255(LC 12) Max Uplift 1=AI2(LC 12), 12=-350(LC 8) FORCES. gb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-13=-4152/2855,2-13=3957/2870,2-3=-2628/1846, 3A=-2440/1841, 4-5=-2108/1415, 6-12=1175/811. 5£=-11331866 BOT CHORD 1 -11 =2897/3801, 10-11=-290V3773, 9-10=-2892/3788, 8-9=-168312393, 7A=121911879 WEBS 2-11=0/323,2-9=-1379/1199,3-9=-250/525, 4-8=-747/936, 4-7=-337/374, 5-7=-1118/1725 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuli70mph (3-sewnd gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t Cat. II; Exp C; Enci., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) 0-4-0 to 6-0-0, Intenor(1) 6-4-0 to 15-0-0. Extenor(2) 15-0-0 to 26-6 4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent 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 lvill fit between the bottom chord and any other members. 7) Bearing at joints) 1, 12 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jl=lb) 1=412, 12=350 �%%�V\__�p�IeR 1P �F/� E ZI No 22839 OF00 :4ct� Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: November1,2019 LOha0Ug•(9)_ ltiW`6490. inandibbs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411A473 roe 1WOM015BUOREUSE Design valid for use only wW Alnok® connectors. This design is based only upon parameters shown, and Is for an Indlvldual binding component not a buss system. Befeed use, he building designer mustvedfy the applicability aides, parameters and properly Incorporate Ws design Up me overall boldingdesign. Spacing indicated is to prevent buckling of individual truss web and/or tonal members only. Additional temporary and parmanem bracing MiTek' Is always required for stability and to prevenlcollapse WU possible personal injury and property damage. For general guidance regard'eg the fabrication, slora9e. tlelivery, erec5an end bradng ofWssesaM Vass systems. see ANSfr'llOvalry Croods,OSB-89 and SCSI eul/d/ng Component 6904 Parke Fast Blvd. Safetylnforma5on available from Truss Plate lnstbut,218 N. Lee Sheet said 31Z. Alexandria, VA22314. Tampa. FL 36610 Jeb cuss mss ype Qry Ply T165113260 2141219-GROZA-0UNN 11 Hip 1 1 Job Reference p tional Builders Firstsourco, Forl Piece, FL M945 nun: d.24u S reb iizmu ennc d.L4u S 4m zt zma mi I ex inausmes, inc. rn Nm a uxzu:4e zma rages 4 ID:ibVRjW6bGVcNjKrW3JK6Wgz8k98-Yblgae7JrYOTxMAofN lthZpBc8dwOZgUN5VOD2yNd2p 6-10-0 13-00 nd-0 z1a4i zfi-e-o 6-10-0 fi-2-O 4d-0 4 5x0 = ST1.5x6 STP = 2x4 II 64 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). Scale=1.46.9 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/TP12014 CSI. TC 0.89 BC 0.95 WB 0.82 Matni DEFL. in (loc) I/dell Lid Vert(LL) -0.25 10-12 >999 360 Vert(CT) -0.59 10-12 >527 240 Horz(CT) 0.40 13 file file Wind(LL) 0.39 1D-12 >801 240 PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 133 lb FT=20% LUMBER- BRACING - TOP CHORD 21 SP No.2 *Except' TOP CHORD Sheathed or 1-7-8 cc pudins,except end verticals. 1-3: 2x4 SP No.1 BOT CHORD Rigid calling directly applied or 2-2-0 cc bracing. BOT CHORD 21 SP No.2 *Except* ' 1-11: 20 SP No.1 WEBS 21 SP No.3 *Except' 6-13: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 ' REACTIONS. (lb/size) 1=117510-8-0, 13=1175/0-3-8 Max Horz 1=238(LC 12) Max Uplift 1=396(LC 12), 13=-389(LC 8) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ila) or less except when shown. TOP CHORD 1-14=-0198/3030, 14-15=-0078/3040, 2-15=-4011/3042, 2-3=-3013/2209, 3-4=-3525/2670, 4.5=3525/2670, 5-6=-1862/1293, 7-13=1175/826, 6-7=1141/859 BOT CHORD 1-12=-3059/3840, 11.12=-3060/3827, 10-11=-3055/3841, 9-10=-2065/2777, 8.9=-112711670 WEBS 2-12=01267. 2-10=1059/980, 3-10=-209/439, 3-9=-653/928, 4-9=-301/311, 1111111111I// 5-9=-1589/2081, 5-8=-497/457, 6-8=-1095/1613 �v�.�SR P NOTES- �'�G'', 1) Unbalanced roof live loads have been considered for this design. `��,�P•��EIVS' � V F '•� 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=S.Ops1; h=15ft; Cat. 11; E pi C; Encl., No 22839 •; GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) OA-0 to 6-0-0, Inlenor(1) 61 to 13-0-0, Extenor(2) 13-0-0 to 26-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber C0L=1.60 plate grip * ; DOL=1.60 _� 3) Provide adequate drainage to prevent water pending. - -0 : CC 4) All plates are MT20 plates unless otherwise Indicated. -� 9 'i'q OF 441 Z 5) This truss has been designed for a 10.0 per bottom chard live load nonconcurfent with any other live loads. 6) • This truss has been designed for live load 20.0psf the bottom in 3-6-0 tall by 2-0-0 O •• ♦j T •. P : a of on chord all areas where a rectangle wide ♦♦� < •; OR l �.�\\� will fit between the bottom chord and any other members. 7) Bearing 1, 13 to ANSI/TPI 1 to formula. Building designer �j� S� ........ \ at joint(s) considers parallel grain value using angle grain should verify `�� 1Ig1ONAC r1 % capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift aljoint(s) except Ql=lb) 1=396,13=389. Walter P. Ring PE N0.22839 MRek USA Inc. FL Cart 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ® WARNING -Veriry design pnxmefen and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEMI1-7471 rev. IMUGOIS BEFORE USE Design valid for use only with MiTek9 connectors. This design Is based only upon parameters shown, and Is for an individual budding component, not a truss system. Before use, the budding designer must way, the appfpabitiy of design mannagem and property moonstone I design Nb the overall building design. Bracing Indicated is to prevent Asking of individual Wss was labor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent endless with possible personal injury and pmpedy, damage. For formal guidance regarding the fabdpgpn. sloage, deWery.ereceon and baarg of busses antl Wss systems;see ANhyrall Dually Clients,DSB-89 and BCSl Building Component 6904 Parke East Blvd. 8arefylr/omnadgn avaii bl.fmm Tmss Pl.Winstft.,218N.L..Street $uiW312,Atexand6.,VA22314. Tampa, FL 36610 T18543261 Sx6 = ad II Sx6 = Scale =1:60.0 Side fi T 3x4 = 4x6 = aide 4x6 = 3x4 = Site= sT1.5x86P = L- lJ4 i 1]-0-0 2541-2 34-B-0 8-11-1a 8-0-2 8-0-2 B-11-14 Plate Offsets KY7— f1:0-0-10,Edgel, [3:01 f5:0-M.0-2-01, F7:0-0-10,Edge] LOADING (pi SPACING- 2-0-0 CSL OEFL in (too) I/deg Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) -0.19 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1,25 BC 0.80 Verl(CT) -0.46 8-10 of 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.47 Horz(CT) 0.14 7 Na I BCDL 10.0 Code FBC2017/TPI2014 MatnxSH Wind(LL) 0.27 10 >999 240 Weight: 161 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1'Except' 9-11: 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Sheathed or 2-2-0 cc puffins. BOT CHORD Rigid calling directly applied or 4-2-8 cc bracing. REACTIONS. (Ib/size) 1=1542/0-8.0,7=1542/Mechanical Max Horz 1=95(LC 17) Max Uplift 1=485(LC 9), 7=-083(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-3266/2279, 2-13=-3218/2290, 2-14=-2947/2027, 3-14=-286912042, 3-15=2935/2135, 4-15=-2935/2135, 4-16=-2935/2135, 5-16=-2935/2135, 5-17=-2998/2085, 6-17=3009/2068, 6-18=3321/2366, 7-18=-3373/2356 BOT CHORD 1-12=-2031/2936, 11-12=-1511/2473, 10-11=-1511/2473, 9-10=-1510/2507, 8.9=-1510/2507, 7-8=.2090/3057 WEBS 2-12=-363/520, 3-12=248/496, 3-10=400/694, 4-10=-501/500, 5-10=376/658, 5-8=-284/540, 6-8=-439/576 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15g; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-4-0 to 6-4-0. Interior(i) 64-0 to 11-0-0, Exterior(2) 11-0-0 to 195-13, Interior(1) 19-5-13 to 23-8-0, Exterior(2) 23-8-0to 32-1-13, Interior(1) 32-1-13 to 34-7-4zone; cantilever leg and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 per 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 100 lb uplift at joinl(s) except (jtelb) 1=485. 7=483. LOAD CASE(S) Standard i No 22839 *: :* �% OF Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ceti 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November1,2019 ®WARNING-Vady doslgnpammefem and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE 11111J473 mv. f0/tl3R015 BEFORE USE. Design valid (mesa at, wilt kliek0 ponnedars. This design Is based ordy upon parameters shown, and is for as individual building component, not ��®® a Was sysam.Befere use, the bulding designermustverify Me applicability of design parameters and property imprpo2le use design into Me overall buildingdesign. Bradng initiated is to prevent buckling of individual mass web andror chord members only. Additional temporary and parimmentbracing MiTek' Is always required for stability and to prevent callepse with possible personal Injury and property damage. For general guidance regarding the Maribliaq storage, derwery, erecfion and troops of Wsses antl Muss systems,see Attention Dually Cdferia, OSS49 and SCSI Building Component 69N Parke East BIM. SaW,lnrarmaGat avalablefmmTruss Platet.stt.te.218N.Lee Sbeet,SWta312.M..ndd.,VAn314. Tampa, FL 36610 O N55 Ns5 Type Oty Ply T18543262 2141214GR0ZA-0UNN B2 Half Hip 1 1 Job Reference (optional) Builders FltstSource, Fort Piece, FL U945 4x6 = e no ITe Scale=1:60.3 3x4 = 3x4 = 44 = Sea = 5x6 = ass = 14 13 12 11 10 9 ST1.5x8STP = 3x8 4x6 = 3x4 = Sx6 = ass = 3.6 II 15.514 I 216-0 2-2 5-4 I9-0 6-2 34-8-0 6-5-14 Plate Offsets MY)— f1:0-0-t0,Edgel, j6:0-3-0,Edgej, f10:0-0-8,0-2-81, j11:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSC. DEFL. in (loc) I/de8 L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.80 Vert(LL) -023 11-12 >999 360 MT20 2441190 TOM 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.5411-12 -766 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.13 9 n/a Na BCDL 10.0 Code FBC20171TP12014 fit Wind(LL) 0.31 11-12 >999 240 Weight: 179 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO.2'Exceirr 1-13: 20 SP No.1 WEBS 20 SP No.3 BRACING - TOP CHORD Sheathed or2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-10-10 oc bracing. WEBS 1Row at ni 8-10 REACTIONS. (lb/size) 1=153810-8-0, 9=1538/Mechanical Max Horz 1=211(LC 12) Max Uplift 1=-521(LC 9), 9=-631(LC 9) FORCES. (Ib)- Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3261/2150, 2-15=-2959/1881, 3-15=-2901/1890, 34=2705/1813, 4-16=349812301, 5-16=-3498/2301, 5-6=-3301/2071,6-7=.3301/2071,7-17=-2179/1353, 8-17=2179/1353, 8-9=1478/1000 BOT CHORD 1-14=-2188/2931, 13-14=-2301/3498, 12-13=-2301/3498, 11-12=2071/3301, 10A1=1353/2179 WEBS 2-14=-290/453, 3-14=-384/760, 4-14=924/569, 5-12=267/230, 5-11=542/501, 7-11=-857/1307,7-10=-1153/869. 8-10=-1547/2499 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Cpsh h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 04-0to 64-0, Interior(1) 6.4-0 to 9-M, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 34-64 zone; cantilever left and right exposed ;C-C for members and forces & M W FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 Oaf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0.0 wide will 6l between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical Connection (by others) of muss to bearing plate Capable of withstanding 1001b uplift at joint(s) except Ot=lb) 1=521, 9=631. LOAD CASE(S) Standard ..Ep'lill, It P'If Nk FAN i�4- �.��GENG'.'1 i No 22839 ' ��F OR10 :P:��,. ,,��'�SS��NA� Walter P. Finn PE No.22639 MTek USA, Inc. FL Carl 6634 6904 Parka East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING-Veriy drill,, parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/02y2015 BEFORE USE. Design valid for use only wltb k11Tek0 connector. This design is based c,Ayupan parameters stmwn, and Is fora. mdivNual building component not a truss system. Before use, Pe taken, designer mustvedfy the applicabirty of design parameters and property ina m ulde Nis design into fine overall buildingdesign. Basing indicated is to prevent buckling oflndividuel truss web andfor chord members only. Additional temporary and permanent basing MOW is always required for stability and to prevent collapse with passible personal Injury and property damage. Forgenemlguidanceregarding Pe (sarcoma. storage. degvery,creation and baring of trusses and truss systems. sea ANSEIT11 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Saleryln/anndlo. a O.ble fmm Tmss Plata Institute, 210 N. Lea $"e L Suite 312, Alexandria, VA 22314. Tampa, FL 36610 ob Truss Type Dty Ply 16543263 2141219-GROZADUNN BJ Hall Hip Guder 1 1 Job Reference (optional) Guilders Fi sUource, Far Yiece, FL "Ja9ao -0- 77ZO -0-0 Special 6x8 G 5.00 12 'a 1 2 d r1.5x85TP = 6x12 MT20HS i Scale=1:62.6 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Sa8 = NAILED Said MT20HS = NAILED 6x8 = NAILED 6xl2MT2OHS = 14 15 164 17 18 19 5 20 21 22 236 24 25 26 7 13 27 28 29 12 30 31 32 6xS = NAILED NAILED 8x14MT2OHS = NAILED NAILED Special NAILED NAILED 11 33 34 3510 369 37 38 6x8 = NAILED NAILED 6x12 MT2OHS = NAILED NAILED 6xl2MT2OHS = NAILED NAILED 39 6x12 MT20HS 11 NAILED LOADING (psf) SPACING- 2-" CSL DEFL, in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.42 11-12 >984 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Ved(CT) -0.9511-12 >431 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(CT) 0.16 8 Na n/a SCOL 10.0 Code FBC2017/TP12014 Mehl Wilit 0.61 11-12 >671 240 Weight: 2181b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 'Except' TOP CHORD Sheathed, except end ver8cals. 1-3:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-9-9 cc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpl 4-13, 7-9 WEBS 2x4 SP M 31 'Except* 7-8: 2x4 SP No.2, 3-13,4-12,5-11,6-9: 2x4 SP No.3 REACTIONS. (lb/size) 8=3205/Mechanical, 2=310710-8-0 Max Hoe 2=177(LC 8) Max Uplift 8=1414(LC 5), 2=-1348(LC 4) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7101/3061, 3-14=46344/2829; 14-15=-6345/2830, 15-16=-6346/2830, 4-16=-6348/2831, 4-17=-9743/4331, 17-18=-9743/4331, 18-19=-9743/4331, 5-19=-9743/4331, 5-20=-9735/4303, 20.21=-9735/4303, 21-22=-9735/4303, 22-23=-9735/4303, 6-23=-9735/4303, 6-24=6639/2935, 24-25=-6639/2936, 25-26=-6639/2936,7-26=-6639/2936, 7-8=-3033/1450 BOT CHORD 2-13=-286216448, 13-27=-4335/9735, 27-28=433519735, 28-29=-4335/9735, �P , 11-32=-433919782, 11-33 2936/6639, 33 34 2936/6639, 34-35 2936/6639, ,Is I gR 10-35=2936/6639,10-36=2936/6639, 9-36=-2936/6639 4-12=01594, 5-11=9031688; 6-11=-1474/3339, `� P�.••,. •. /� Ij S�. E S •• ��� WEBS 3-13=64912000, 4-13=-3740/1633, `�� �C N ;2 F 6-9=-2282/1350, 7-9=-311517044 : V •• /� NOTES- _ •� No 22839 ' i) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.0psh, h=151T Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 •'0 3) Provide adequate drainage to prevent water ponding. O••• A F ; 4) All plates are MT20 plates unless otherwise indicated.ee 5) This truss has been designed fora 10.0 bottom chord live load nonconcument with any other live loads. 41 psf ' wide �il�iSx•� O R 6) This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 •_`��,,� der will fit between the bottom chord and any other members. U/••••••••�` ��� "IIgN A; 7) Refer to girder(s) for truss to Buss connections. %% 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Ul=1b) 8=1414, 2=1348. Walter P. Finn PE Nm.22839 9) NAILED" indicates 3-10d (0.148'x3') or 3-12d (0.148"0.27) toe -nails per NDS guidlines. MiTek USA, Inc. FL Cert 6634 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 to down and 316 to up at 6904 Parke East Blvd. Tampa FL 33610 7-0-0 on top chord, and 3751b down and 142 to up at 7-" on bottom chard. The design/selection of such connection device(s) Is Date: the responsibility of others. November 1.2019 11In the LOAD CASE(S) section, loads applied to the face of the Buss are noted as front (F) or back (B) ea iinLed'G g LO f1RA L1�myvcaA' Ggnpanmefers end READNOTES ONTHIS AND INCLUDED MIiEK REFERENCEPAGE MlI44)J rev. fO/03R015 BEFORE USE. Designvalidfor useonly, AIRekO wnnecma. Thisdesign isf�r Casedonly uponparametersters degn �■' p` andIncarcerateNohim Me oral a Wsssystem.68rpreuse, Mebuildingto reslgnermusrvedfy1Peappfcosseal,deflgn parametersand properlyincomoale or designinto0eoverall Me tlis tliaNmemamage.bers pe�manembating mryregarding prevent bucklingolposshe buildingdreculn Bracinged MiTek' fostabilityprevent pamsswenury an propeMtla For gomen guidonce ad the emind,D"9 and SCSI Iaelways.storage.d.tability andtte wi.sagotepesyste quality Lnfeda, OSB-69 and SCSI Building Component and finer, of systems. see ANSUITF11 Quality fary fabrication. tleailablefrom Placing or W, Tampa. Re 218 N. Lee Alexandra. Sa1ery In/mma0en available from Truss Plate Institute, 216 N. Lea 64ee4 Suite 312, Alexandtla, VA 22314. SaTruss event, 366IGIM. Tampa, FL 3fifi10 Job mss loss ype Oby Ply T1854326J 2141219-GROZ DUNN B3 Had Hip Gems, 1 1 ob Reference, o gonal guilders FirstSaurce, Fort Piece, FL U945 RUn:8.2405 Feb 11 YU19 YnaC 8.24U a Jul 27 2U18 MI I eN InnusNes, Inc Yn Nov 1 U9:29:49 zUlu Yage 2 ID:ibVRP,N6bGVCNjKrW3JK6Wgz8k98-yAYzCg9C8TOI cpuNKVsalBRhiLjLDvsx33j2gNyNd2m LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1.3=-70, 3-7=70, 2-8=-20 Concentrated Loads (lb) Vert: 3=-196(B) 13=-375(B) 14=-134(B) 15=134(13) 16=134(1!1) 17=134(13) 18=134(B) 19=-134(B) 20=-134(B) 21=134(B) 22=134(B) 23=134(1!1) 24=134(13) 25=134(13) 26=134(13) 27>63(B) 28=-63(B) 29=63(B) 30=63(B) 31=-63(B) 32=-63(B) 33=-63(B) 34=63(13) 35=63(13) 36=-63(B) 37=-63(B) 38=63(8) 39=63(13) ® WARNING -Verily design pa.maters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIW4T3 rev. 10,03R015 BEFORE USE Design valid for use only with MiTek® ccnnecmrs. This design is based am, upa...... to. shown, and la far an individual building component not a truss system. Before use, Ind building dmi ner mostvedfy to applicability of design parameters and properlyinmrporate put design into to overall ��-��•YYY building design.B.cing ineroted is to prevent buctling of individual Wes web anoor chord members only. Additional temporary and permanent tracing MiTek' i. m,v. s aqui.d forstahiliy and to prevent collapse wit posslhie personal injury and property damage. For genenal guidance regarding to fabdom.d.sta.9.,delivery, eneacnand hand, of busses ant truss systems. see ANSNPI1 Duality Criteria.DSB-89 and Bear Building Component 6904 Parke Fast 8W. SafebrMfomnation avallabl9 from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 3010 o mss mss ype Oly y T10543264 2141219-GROIA-DUNN C1 .as 1 1 , Job Reference o 9onal Builders FirstSmino,, Fort Plead, FL M945 murn o,v a reD . &Z0, , IN il,uuau ,c. y , ID:ibVR7A'6bGVcNjKrW3JK6Wgz8k98-yAYzCg9CBT01opuNKVsalBRkCLeoDzNx33j2gNyNd2m 5-9-14 11-0-0 1]-0-0 23A-0 T112 32-3-0 -O-D 5-9-14 5-2-2 6-0.0 fi3-0 4-1-t2 45-4 Sx6 = 17 2x4 II 5x8 = Scale =1:562 I4 ST1.5z8SW = 3x4 = 3z6 = 3x6 = 3z8 = 3x4 = 6x8 = 4x6 = LOADING (psl) SPACING. 2.0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Verl(LL) -0.16 9-10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.3912-14 >987 240 BCLL 0.0 - Rep Stress Incr YES WB 0.57 Horz(CT) 0.11 9 n/a I BCDL 10.0 Code FBC2017/TPI2014 MalnxSH Wmd(LL) 0.2012-14 >999 240 Weight 1641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 2-10-5 cc pudins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1.4-12 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at mldpt 7-9 REACTIONS. (lb/size) 2=1525/0-8-0, 9=1428/0-3-8 Max Harz 2=150(LC 12) Max Uplift 2=-523(LC 8), 9=-460(LC 8) FORCES. (III) - Max. Comp./Max Ten.-Allforces 250(lb) or less except when shown. TOP CHORD 2-15=-2989/2106, 15-16=-2923/2107, 3-16=-2851/2117, 3-4=-2654/1869, 4-17=-2511/1892, 5-17=-2511/1892,5-18=2511/1892, 6-18=251111892, 6-19=-2119/1548, 7.19=-2176/1540 BOT CHORD 2-14=1941/2666, 13-14=-1425/2203, 12-13>1425/2203, 11-12=119411957. 10-11=1194/1957, 9-10=-1270/1816 WEBS 3-14=-361/519,4-14=-240/506,4-12=296/510,5-12=-504/504, 6-12=-511/766, 7-10=0/291,7-9=2029/1475 NOTES- 1) Unbalanced roof live have been considered design. 1. l 2) Wind: ASCE 7-10; Vult=170mph (3 secondgust) Vasd=1132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cal. II; Exp C; Encl., 11-0.0, Extedor(2)11-0-0 to 19-5-13, ,��� js R P V_ ' GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-1-M to 5-0-0, Interior(1) 5.0-0 to Interior(1)19-5-13 to 23-8-0, Ectedor(2) 23-8-0 to 32-1-4 cantilever left and exposed for members and forces & ,�� O� ••,,, % E N g' 2 ��� zone; right ;C-C • .C� , � C V F••• �� MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water pending. NO 22839 •: 4) This truss has been designed for a 10.0 psf bottom chord live load ncnconcurrent with any other live loads. • by 2-0-0 ' * * �_ 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 wide ; will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=1b) '0 : 2=523,9=460. .:� O;•• RFLOAD CASE(S) Standard, N_,��` RQ NA' Ca�. Walter P. Finn PE ND.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; November 1,2019 ®WARNING- Verity design tumauncl nand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1&1.7473 rev. 1M"015 BEFORE USE. Design valid far use and wiN MiTek9cormeamrs.This design is based only upon parameters shown, and Is for an individual building component,not a truss system. Before use. Mebuilding designer must wnfy Pe applicability of design parameters and maturity incorporate Nis design into Pe overall building design. Bracing indicated is to prevent sucking of Individual lass web and'er&am members only. Additional temporary end permanent bmeng MiTek' is always required for stabilityend to prevent collapse with possible personal Injury and property damage. For general guidance regarding 0e fabrication. storage. delivery, erection and=rating of Misses and bass system. see ANSUTPIf Quality Cdtwia,DSB-89 and SCSI Building Component 6904 Parts Fast BWd. Safety Information available fam Truss Plate InseMe.218 N. Lee SbeeL Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job russ russType Ply T18543265 2141219GROLori G2 HALF HIP 1 t Job Reference (oDeonaO Builders FirdSource, Fort Piece, FL 34945 Kun: zala reD Tl zuiv ram,u.z4u a am z t ry i e mu exinousmes, as. ra npvt b.1ti 1b. 0 .,at ID:ibVR7`N6bGVcNjKrW3JK6W gz8k98.yAYzCg9C8TOlopuNKVsalBRhLLe4DtVx33j2gNyNd2m 1-0-0 4-9-14 94)-0 169-9 245-7 32-3-0 3d-2-0 -0-0 4-9-14 4-2-2 7-9-9 7.7-13 7-9-9 1-71-0 Sx6 = 3x4 =. 46 = 3x4 = Sae = Scale=1:57.7 .11o lr - _ 3.8 = 3xa = 4x6 3x4 = 5.8 = 3.6 II 9-0-0 16-1-9 1 24-5-7 I 32-3-0 &0-0 7." 7-7 13 7-9-9 Plate Offsets (X Y)- [2:0-0-2 0-1-81 [4:0-3-00-2.41 f6:0-3-O Edae) [8:0-3-8 0-2-8) [I1:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) /deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.19 12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 Be 0.99 Vert(CT) -OA311-12 >881 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 HOR(CT) 0.11 10 Na trial BCDL 10.0 Code FBC2017rrP12014 Matix-SH Wmd(LL) 0.25 12 >999 240 Weight 166 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 4-6: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1577/0.3-8, 2=1520/0-8-0 Max Holz 2=228(LC 12) Max Uplift 10=742(LC 9), 2=-550(LC 8) BRACING. TOPCHORD Sheathed, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS IRaw at micipl 5-14.8-11 FORCES. (lb) - Mal Camp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-2962/1942, 3-15=-2673/1644, 4-15=-2663/1658, 4-5=2440/1615, 5-16=3078/1988, 6-16=-3078/1988,6-7=-3078/1988,7-17=-2267/1386,8-17=-2267/1386,8-10=-1505/1072 BOT CHORD 2-14=-2007/2655, 13-14=-1988/3078, 12-13=-1988/3078, 11-12=-1386/2267 WEBS 3-14=-287/438,4-14=-246/628,5-14=712/444,5-12=-260/371,7-12=-672/906, 7-11=-939/761.8-11=-1515/2478 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exlerior(2)-1-0-0 to 5.0-0, Inlenor(1) 5.0-0 to 9-0-0, Extenor(2) 9-0-0 to 17-5-13, Interfor(i) 17-5-13 to 34-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrenl with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except 61=1b) 10=742,2=550. LOAD CASE(S) Standard E N7!�� No 22839 9 T$ OF 41 101. O R O Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING -wag, design parzmatera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-04T3 on, 1WOM015 BEFORE USE. Design valid for use only with MITek9 connectors.'his design Is based only upon parameters shown, and Is for an individual building component not a truss ¢stem. Before use. 0e building designer, must verily Ne applicability of design parameters and property incorporate this design Into Me oveall building design. empire indicated is to prevent budding of Individual truss web endror choal member only. Additional ampprary and permanent baring MiTek' is always required for stablliy and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabriaba4 storage. delivery,bassoon and bating of brusses and Wss systems. see ANS111711 Quality Criteria, Deal and 8=1 Building Component 69N P.M. End Blvd. Safely Inlartmi available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nonunion, VA 22314. Tampa. FL 36610 Job Truss Type Oty y Tt85d3266 21412196R02A-DUNN ITruss W Half Hip GmMr 1 1 Job Reference o tional waxers rirstsource, ton rrece, rl. aasaa Scale=1:58.2 6x12MT20HS = NAILED NAILED NAILED NAILED NAILED NAILED NAILED Specal 5x6 = 3x4 = 4xIO MT20HS = inns = 7x10 = 5.00 12 NAILED NAILED NAILED NAILED NAILED a 15 16 4 17 18 519 20 6 21 7 22 23 24 8 ST1.5xe STP = 2b zd 21 la ze u m as as ar as 400 MT20HS G 6x8 = NAILED NAILED 3x4 = Bxl2MT2DHS = 5x6 NAILED 8x10 = NAILED 4x10MT20HS II Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7-0-0 13-13 19-0-12 25-8-0 32-3-0 zn-n an.R I 6.a.a Plate Offsets (X Y)- [20-4-5 0-1-151 [3.0-7-0 0-1-121 [10:0-4-12 0-SOl [14:0-3-8 0-3-8] - - - LOADING (l SPACING- 2-0-0 CSI. DEFL. in Qoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ved(LL) -0.37 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Ved(CT) -0.85 11-13 >449 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Hmz(CT) 0.13 9 Mile n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.55 11-13 >697 240 Weight: 20516 FT=20% LUMBER - TOP CHORD 2x6 SP No.2'Except' 1-3: 2x4 SP M 31 BOT CHORD 2x6 SP M 26'Except' 9-10: 2x6 SP No.2 WEBS 20 SP No.3'Except* it 2x6 SP No.2, 8-10,4.14,7-11,5-13: 2x4 SP No.t REACTIONS. (Ib/size) 9=3021/0-3-8 (req.0-3-9),3=2871/0.8-0 Max Horz 2=177(LC 27) Max Uplift 9=-1334(LC 5), 2=-1243(LC 4) BRACING- TOPCHORD Sheathed or 1-7-10 oc Forms, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-1-12 oc bracing. WEBS 1Row at midpt 8-10.4-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-6481/2796, 3-15=-5783/2588, 15-16=5784/2588, 4-16=5786/2589, 4-17=-8454/3770, 17-18=-845413770,18-19=8454/3770,5-19=-8454/3770,5-20=-8359/3708, 6-20=-8359/3708,6-21=-835913708,7-21=8359/3708, 7-22=-5653/2498, 22-23=5653/2498, 23-24=5653/2498, 8-24=-5653/2498, 8-9=2832/1371 BOT CHORD 2-14=2617/5876, 14-25=-3770/8454, 25-26=-3770/8454, 13-26=-3770/8454, 13-27=-3708/8359, 12-27=.3708/8359, 12-28=3708/8359, 28-29=.3708/8359, 11-29=-3708/8359, 11-30=-2498/5653, 30-31=.2498/5653, 31-32=-2498/5653, 10-32=-2498/5653 WEBS 3.14=57611802, 8-10=-2643/5982, 414=3006/1304, 7-10=-2097/1232, 4-13=01491, 7-11=-1325/2963, 5-11=-889/664 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4..2psf; BCOL=5.Opsf; h=15ft;Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) WARNING: Required bearing size at joint(s) 9 greater than Input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except jt=Ib) 9=1334,2=1243. 9)'NAILED* indicates 3-1 Did (0.148'x3') or3-12d (0.148"x3.25') toe -nails per NDS guidlines. 103 Hanger(s) or other Connection device (a) shall be provided sufficient to support concentrated toddle) 243 lb down and 31616 up at 7-0-0 on top chord, and 375 I6 down and 1421b up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PJ `G E N SF �`,'1 � F ' -1 No 22839 es 0#4TL`OF :�4/ Walter P. Finn PE No.22039 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa R. 33610 Date: November1,2019 e53antlaasesse ®WARNING -Verity design Para mafen and READ NOTES ON THISANO INCLUDED MNEK REFERENCE PAGEMIP7173mv. IM22015 BEFORE USE Design valid for use aNy wi0 klmalcDcarmeeWm. This design is based oNy upon pareme[en sM1own, end Is for an WOMdua1 bu9din9 mmporen4 not a Muss system. Before use, Me bulling designer must venfy am appticeefity of design parameters and properly inmrpomto Nis design NW We ovema buiidingdesign. BmaingindicatedIstopreventbucklingofindividualWsswebandlerchokmembersonly, Additional temporary and permanentbrecing MiTek' s always required for stability and to prevent collapse wiN possible personal Injury and property damage. For general guidance regarding We fabrication, storage,delivery, erec5an and bracing of busses and Ines systems, sea ANSgTPll Quality Crited; DSE419 and SCSI Building Component 69" Parka East ONd. Safeyleformadon available Mom Tress Plate Inseam, 218 N. Lee SuseL Suite 312. Alexandra, VA 22314. Tampa, FL aging ob runs ass type Oty ly T18543266 2141219�GRGZA-DUNN C3 Half Hip Girder 1 1 J b Reference (optional) Builders Ficu Source, Fort Piece, FL 34e45 - Run: B.Mz Feb II2 9 Pint 8240 s Jul 272019 MiTek Industries. Inc. Fri Nov 109:29:502019 Paget ID:ibV R7JN6bGVCNjKrW3JK6 Wgz8k98-DMBLPOAgvnWUPZTZuDNprP_sl l4wyKD4ljTbMpyNd21 LOAD CASE(S) Standard 1) Dead -Roof Live (balanced) :Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fill) Vert: 1-3=70, 3-8=-70, 2-9=-20 Concentrated Loads (Ib) Vert: 3=-196(F) 6=1 34(F) 14=-375(F) 4=-1 34(F) 13=-63(F) 15=-134(F) 16=-134(F) 17=-134(F) 18=-134(F)19=-134(F)20=-134(F)21=-134(F)22=134(F) 23=-134(F)24=-136(F)25=.63(F)26=-63(F)27=-63(F)28=-63(F)29=-63(F)30=-63(F)31=-63(F)32=-63(F)33=-63(F)34=-63(F)35=-64(F) A WARNING - V.dlydendiopwownstern and RErIDNOTES ON THIS AND INCLUDED MITZI( REFERENCE PAGE itill-7473now 10173/2e18BEFOREUSE. Design valid for use only with Llillessf connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual Muss web amber Chord members only. Additional temporary and petmament bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance renaming the fabrication, storage.delivery, erection and bracing oflrusses and touss systems, see ANSITPN Ouallty Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safery Information available from Tons Plate Instead. 218 N. Lee Street, Suite 312, Nexandria, VA 22314. Tampa, FL 36610 Job cuss Type Ory Ply e5 3267 2/d1213GROZA-0UNN pas W1 Comer Jack 10 1 Job Reference o tional Builders Persistence, Fad Piece, FL 34945 Ron: e.24D a Feb 112019 Ynnc n24u s JU ar rule MN eM industries, ma. en Nov 1 Miai!*T 2UIU regc 1 • ID:ibVR7 W ftibGVcNjKr`N3JK6Wgz8k9B.vZgjdMBSg4el l72mRwu2NcW DC8Yoh11EW NC9uFyNd2k -100 1-0-0 100 100 Scale =1:6.5 2x4 = ST1.Sx6 SIP = Plate Offsets(XY)— [2:0-1-140-0-101 LOADING (psf) SPACING- 2-M CSI. DEFL, in (too) I/deb Lid PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.13 Vert(LL) -0.00 2 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCOL 10.0 Code FBC2017/TPI2014 Matrix-P Vfind(LL) 0.00 2 •••' 240 Weight: 5111 FT=20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 REACTIONS. (lb/size) 3=-11/Mechanical, 2=159/0-8-0, 4=9/Mechanical Max Hom 2-04(LC8) Max Uplift 3=11(LC 1), 2=110(1_C 8) Max GrW 3=23(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max Ten. -All forces 260(Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 1.0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extymor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joinl(s) 3 except (jl=1b) 2=110. LOAD CASE(S) Standard No 22839 O: A F :4(Z E?%%`� Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING -Vedy tlml9n paramefem and READ NOTES ON THIS AND INCLUDED Mmi REFERENCE PAGE 01-7473 rev. ter/ MOIS BEFORE USE. Design valid for use only with MTek®connectors. This design is based ohly upon parameters shown, and Is for an individual build'mg componenp not a truss system. Before use, Ne building designer must verb, the appliwbiliy of design parameters and properly incorporate his design Into Pe ave211 building design. Bracing indicated is to prevent buckling of individual truss web ani chord members only, ALdieonal temporary and permanent bracing MiTek' isalways smuiredfor stablliy and to prevent collapse with possible parallel Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH cloudy, Cdteda, DSB-89 and Best Suffding Component 6904 Parke East Blvd. Sayeylnrormatlon available from Truss Plata Institute,218 N.Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 o hum Truss Type Oty Ply 8543268 2141219-GROZA-DUN& CJ3 CpmerJack 14 1 Job Reference (optional) Builders FirstSOUfGe, Fort Piece, FL 34945 Run: 8.240 5 Feb 11201U YnnL 8.[4U a Jul LI LUIU far eK Industries, Inc. rn Nev 1 Us2Y9l L lii Vag. 1 ID:ibVR7VV bGVcNjKrW3JK6 Wgz8k98-vZgjdMBSg4el l72mRwu2NcW C98XIh71E W NC9uFyNd2k -0-0 3-0-0 1-0-0 3-0-0 Style =1:10.7 2x4 = TT1.Sx8STP = 3-0-0 3-0-0 Plate Offsets (XY)— 12:0-1-140-0-101 LOADING list) SPACING- 2-0-0 CSI. DEFL. in (loc) Il L/d PLATES GRIP TCLL 20.0 Plate Grip DOL, 1.25 TC 0.20 Vert(LL) -0.00 2-0 >999 360 MT20 244/190 TCDL 15.0 Lumber COL 1.25 BC 0.08 Ved(GT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES Wit 0.00 Hoa(CT) -0.00 3 n/a WE BCDL 10.0 Code FBC20177TPI2014 Matrix-P Wind(LL) 0.00 2 — 240 Weight: ll Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 3-0-0 cc purl) BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 3=67/Mechanica1, 2=234/0-8-0, 4=26/Mechanical Max Hoe 2=87(LC 12) Mau Uplift 3=-65(LC 12), 2=-117(LC 8) Max only 3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (Ib)-Mail Camp./Max. Ten. -All forces 250(I11) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=S.Opsh, h=15R; Cat. II; Exist C; Encl., GCpi=0.1$ MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0.pot bottom chord live load nonconcurrenl with any other live loads. 3) - This truss has been designed for a live load of 20.0psf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to boai plate capable of withstanding 100111 uplift at joints) 3 except Ql=1b) IIII1111111, LOAD CASE(S) StandardP- ,, C EN �i No 22839 G OF 'iO'�s.<0F1XID N`• EtJ11411111111 *$�. '�i,��S "ON AI Walter P. Finn PE ND.22839 • Mil USA, Inc. Jr. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING -Verify design Paramaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE UX7473 rev. 1=111015 BEFOREUSE. aaaaaa Design valid for use only with MiTek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and prapedy Incomamte this design into Ne overall v building design. Bracing indicated is to prevent buckling of individual Was web and/or chord members only. Addidonal temporary and Permanent bracing M!Tek* is always required for stability and to prevent callopse with possible personal miury and property damage. For genmal guidance regarding the '. fabrismon, storage,delivery, erection end bracing of birsses and truss systems. see Alli Quality Media, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Tmss Plate Institute, 218 N. Lee Street, suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job as Truss Type Ory Ply T1B5432fi9 21412UPGRWA-0U IN -, Comer Jack 1a 1 Job Reference o tional Builders F4sednes. Fort Pies, FL MNS 3x8 = ST1.5x8 STP = Ban: 8240a Feb 112019 Print B240 a JW 27 2019 MITek lndualre5, Ins. Far NOv 109,29,512019 Pagel ,ID:ibVR7 W6,bGVcNjKrW3JK6Wgz8k9&v2gjdMBSg4ell72mRwu2NcW6Y8Ush?IEW NC9uFyNd2k LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Wall Lrd TCLL 20.0 Plate Grip DOL 1.25 TO 0.62 Vert(CL) -0.03 24 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 24 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 HOR(CT) -0.00 3 n/a I BCDL 10.0 Code FBC2017rFP12014 Matrix-P Wlod(LL) 0.00 2 - 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=148/Mechanica1, 2=314/0-8-0, 4=46/Mechanical Max Horz 2=133(LC 12) Max Uplift 3=-128(LC 12). 2=-123(LC 8) Max Gov 3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (Ib)-Max. CGmpJMax.Ten. -All forces 2501 or less except when shown. Scale =1:15.7 PLATES GRIP MT20 244/190 Weight: 171b FT=20% BRACING - TOP CHORD Sheathed orb-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. II; Exp C; Encl., GCpil8; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift aljoint(s) except at -lb) 3=128, 2=123. LOAD CASE(S) Standard �`S�P��CEIU S��•.y'L ��.. No 22839 XZ p . O F - 44t �. to OR IV N Walter P. Finn PE No.22839 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R.33610 Date: November 1,2019 ® WARNING -Verily postedPaameleaaadREADNOTESONTHISANDINCLUDEO&TITEKREFERENCEPAGEMIF74 nyr f0/0=015BEFOREUSE. Design valid for use only with MRekis connectors. This design Is based only upon Trammell shown, and is for an individual building component, not assese a Wss system. Before use, Pe building designer must verify the applicability of design parameters and property incorporate Nis design trim the overall buildingdesign. Bracing Indicated is to prevent buckler, ofridl,idual bass webend/or chord members only. AtltliOanal temporary and permanenlbactng MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance molding Me lubncats , stoma, delivery, erection and empire of trusses and was systems. see ANS rrell Quality Caterfe, DSB-89 and Gold Building Component 6904 Parke East Blvd. Seleylnforma0i. available from Tacos Plata Insttute, 218 N. Lee Street, Guile 3II. Alexantlna, VA 22314. Tampa, FL 36610 Job cuss Truss Type Oty y T16543270 2141219-GR=-DUNN D1 Common Girder 1 n 2 Job Reference (optional) Builders Rid eomce, Fort Piece, FL U945 11 Scale = 1:35.8 4.6 = axe It dxram¢uno—. ST1.5x8 STP= 3x6 = 3x4 ` 3x4 = HTU26 ,.HTU26 Sze II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except' 5-8: 2x4 SP No.2, 5-7: 2x6 SP No.2 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TC 0.51. Vert(LL) 0.11 8-9 >999 240 MT20 244/190 BC 0.70 Ved(CT) -0.18 8-9 >846 240 MT20HS 1871143 WB 0.63 Horz(CT) 0.02 7 his hie Matrix-SH Weight: 219 lb FT=20% BRACING - TOP CHORD Sheathed or 5-0-12 0o purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 6=-516/0-8-0, 2=2407/0-8-0. 7=619910-8-0 Max Horz 2=106(LC 31) Max Uplift 6=-635(LC 19), 2=-1020(LC 8).7=2417(LC 9) Max Grav 6=388(LC 12), 2=2407(LC 1), 7=6199(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5783/2432, 3-4=-2338/970, 4-5=-2335/1009, 5-6=-811/1973 BOT CHORD 2-9=-2244/5229, 9-10=-2244/5229, 10-11=-2244/5229, 8-11=-2244/5229, 8-12=-1739/789, 7-12=-1739/789,6-7=-1739/789 WEBS 3-9=-1034/2525, 3-8=-3455/1601, 4-8=-705/1604, 5-8=-2304/5592, 5-7=-6080/2530 NOTES- 1) 2-ply truss to be Connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -I row at 0-91 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 do, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are Considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; hot 5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=635,2=1020,7=2417. 9) Use Simpson Strong -Tie HTU26 (20-10d Girder, 20-10dx1 1/2 Truss) or equivalent at 7-0-12 from the left end to Connect trusses) B3 (1 ply 2x6 SP) to front face of bottom chord. 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-1 Odxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 11-0-12 to connect truss(es) B2 (1 ply 2x4 SP), B1 (1 ply 2x4 SP) to front face of bottom chord. 11) Till all nail holes where hanger is in Contact with lumber. LOAD CASE(S) Standard Ig J%�,� ER fP �41�P'�GENS No 22839 ' i)Pi�tj i 411 �S.COR\QPC?N % i1,1 1O N A� JI,���, Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 nt g WAR parameters and READ NDeE9ON HIS INCLUDED USE. DeWARNING-si Verify MIF)413 rev.ing and is for component, des igne basedonly uponparametersmetenshown,and Isror win based only pare meters shown. buildinggn Design valid for useonlye,thebuildigcatit �� into Me owned this design into a e overall designer must incorporate this a Truss system. Baran use; the building designer must buckling of i 9,e applicability b design paormeten and properly in chat temporary permanent Gracing Bracing is chord members individual Wes webury clays Welk' reign. amage.only. r general guidance regarding is stability parkeventent llapseh an guidance regarding me isalways,soiredforelabilityandtoandbrcing s,sendpropertydamaell ANVA22 Duality Cnferla, OSa-89 and BLSI Building Component ftresssand hues sync Quality Cr fabrication,storage,vailableremTruss Street, Suite Sareylnrormaflon available from Truss Plate Institute. 218 N. Lea street, suite 312, Alexantlria, VA 22314. Plaengatute, 18 N. Lee T6904 ampa,ParkeFL 3East 6610lvd. Tampa, FL 36610 D N55 atype Qty Y TI8543270 2t41219-GROZA-0UNN 01 Common Girder 1 2 Job Reference (opgonap Builders FirslSoume, Fait Piece, FL 34945 Run: 8.240s Feb 1120t9 Pn L8.2405 Ju12T 2019 MiTek lntlustnes.lnc. Fn Nw 109.29.822019 Paget ID:ibVR7W61 GVCNjKr%i K6Wgz8k98-NIE5giB4ROmcfHdy'ePHv 3J6YkEOJ8N11 yiRiyNd2j LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fill) Vert: 1-4=70, 4-6=-70, 2-6=-20 Concentrated Loads (Ib) Vert: 10=-3185(F) 11=-1518(F) 12=-1522(F) ® WARNING -Verily design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MIIJ473 rev. 10/0=015 BEFORE USE. Design valid for use onlywim MiTeli connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property inco parale this design into the overall building design. Bating indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabimabon, slora9a, delivery, erection antl bracing of Wsses antl Imss systems, aee ANSYnall Duality Criteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saretylniormaflon evailiole from Truss Plate lncliga .218 N. Lee Street Suite 312. Alexandda,VA22314. Tampa, Ft-36610 Job cuss rugsType Dry Ply 185432r1 2141219-GROz4-OUNN D2 Cemmon 1 1 Job Reference o tional Builders PrstSoume, Fad Piece, FL 31 Bun: d.e4U s reD n zoss rnm: ti a mi zi zeta mu Cx mousmes, inc. rn mpv i uds,zaiozn rose i ID:ibVRJ W 6bGVCNjKrW 3JK6 Wgz8k98-NIE5qiO4ROmcfHdylePHwg3GZYot000N11 yiRiyNd2j -1-0 1 -0 5-0-14 10-2-0 13-0-0 20-0-0 21-0-0 - 11-0-0 5-04 4-9-2 2-10-0 . 7-0-0 -0-0 �1 3x8 = 46 = ST1.5x8STP = 3x6 3x4 axe = Scale =1:36A Ig LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.67 Ven(LL) -0.05 6-8 -999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.14 6-8 >603 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.01 8 We n/a - BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.07 6-8 >999 240 Weight: 89111 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (fib/size) 2=589/0-8-0, 8=1095/0-8-0, 6=273/0-8-0 Max Horz 2=95(LC 12) Max Uplift 2=240(LC 12), 8=-329(LC 13), 6=-044(LC 13) Max Grav 2=589(LC 23), 8=1095(LC 1), 6=312(LC 24) FORCES. (fib) - Max. Comp./Max. Ten. -All forces 250 (fill) or less except when shown. TOP CHORD 2-11=-767/512, 11-12=-637/521, 3-12=623/522, 3-4=.560/458, 4-5=0/252, 5-13=-124/322 BOTCHORD 2-10=-363/643,6-8=-229/281 WEBS 3-10=357/439,4-10=-374/537,4-8=-564/307, 5-8=-459/553 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-secand gust) Vasd=1321 TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -1-0-0 to 5-0-0, Intericr(1) 5-0-0 to 10-2-0. Extedor12) 10-2-0 to 16-2-0, Intenor(1) 16.2-0 to 214-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ` This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Ql=11b) 2=240,8=329,.6=144. LOAD CASE(S) Standard 111111111//j ,��P���R P ,`% �el� `. �C�NSF;yL `�'�. i No 22839 _ 0 R I � EF _�.% ONA�S1 Walter P. Finn PE No.22839 MiTek USq Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING -Verily dandle ..melen and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MB-7473 ray. 18/03/2815 BEFORE USE. Design valid for use ony wire MiTek® contractors. This design is based only upon parameters shown, and is for an'mdiddual building component, not a Voss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildingdeegn. Bracing Indicated is to prevent buckling ofindlvidual tress web amber chord members only. Additionaltemporeryandpemanentbracing MiTek' is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and emcing of tresses and tress systems. see ANSI/gulf Quality Cdfeda,DSB-89 and SCSI Building Component 69N Parke East Blvd, Safety Information available from Tress Plata Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, 1 36610 o Truss cuss ype 01y Ply T16543272 2141219-GR02A-0UNN 13 GABLE 1 1 Job Reference o Bonal Builders FirsfsOUICO, Fort Piece. FL 59993 nun: o.aw a feu i , eu m F. a.c�u a ��. a w,a u... �........................... ........e.. . ID:ibVR7N/6bGVcNjKNJ3JK6Wgz8k98-rxoT2l CiCiUTGRC8ZLwWT1cTEy769uYW_hhFz8yNd2i -1-0-0 5-0-14 64i-0 10-2-0 14-11.2 20-0-0 21-0-0 i-0-0 5-0-14 1-1-6 3-7-12 4-9-2 5-0-14 Scale = 1:35.8 4x6 = Ig 3x8 = 17 16 15 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Cade FBC2017/TPI2014 CSI. TO0.55 BC 0.47 WB 0.11 Matril DEFL. in Vert(LL) -0.04 Vert(CT) -0.11 Horz(CT) 0.02 Wind(LL) 0.06 (roc) I/deb Lid 2-20 >999 360 2-20 >999 240 13 n/a n/a 2-20 >999 240 PLATES GRIP MT20 2441190 Weight: 97 I6 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 5.0-6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10.6 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 6 OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-8-0 except (jt=length) 2=0-8-0. (Ib)- Max Hoe 2=95(LC 12) Max Uplift All uplift 100 Ib or less aljoint(s) 16,13 except 2=-267(LC 12), 18=-191(LC 12), 17=-124(LC 3), 15=-100(LC 13) Max Grav AM reactions 250 lb or less at joint(a) 16, 15, 13 except 2=698(LC 1), 18=745(LC 1), 18=745(LC 1) FORCES. (fib)- Max. Camp./Max. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-1003/571, 21-22=-900/573, 3-22=844/582, 3-5=770/621, 5-6=-779/641, 6-8=-790/640, 8-18=-835/684 BOT CHORD 2-20=-400/850, 19.20=-403/839, 18-19=-403/839 WEBS 3-20=0/289 NOTES- anced roof live s have been considered for s design. f5-0-0 I 11 2) WindGCpi=0.S8; to 5 to 10 2-0, Extenorr(2t 10-2%lo 16-2�0, Interior 1 ♦`�%``�..Pr F MWFRSuenve0ial lope) and C-O Exterlo)r 2asd=0-0 0 OClolerjor(l forces & MWFRS for Lumber .. 1 E N S'• �Y ���� 16-2-010 21-4-0 zone; cantilever left and right exposed ;C-C for members and reactions shown; `♦♦ .� • �C : V F•••• DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry N O 22839 •; Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1.Truss designed for wind loads in the plane * of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult ; qualified building designer as per ANSI(TPI 1.Truss designed for wind loads in the plane of the truss only. For studs exposed to wind building designer ANSI7TPI = 7 (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified as per J"'rZ 1.Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal. to the face), see Standard, Industry 9 •• 0 F f Gable End Details as applicable, or consult qualified building designer as per ANSlrTPI 1.Truss designed for wind loads in the plane the truss For exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult Q •• ((f ••.. P•: ♦� ��, of only. studs O R `� qualified building designer as per ANSI/TPI 1. 2x4 MT20 Indicated. �j `, ,• `G' � `sS/ • • • �` 4) All plates are Unless otherwise ♦♦♦ �0 N A 5) Gable studs spaced at 2.0.0 Do. 6) This truss has been designed for a 10.0 pal 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. Walter P. Finn PE No.22839 will fit between the bottom chord and any other members. MIT& USA, Inc. FL Cart 6634 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoh l(3) 16, 13 except Ot=lb) 6904 Parke East Blvd. Tampa FL 33610 2=267, 18=191, 17=124, 15=100. Date: November 1,2019 rt De to ®WARNING-VerW olosign Pam sclars and READ NOTES ON THIS AND INCLUDED MITERREFERENCE PAGEMI12473 rev. 1WOM015BEFORE USE. Design valid for use only win MiTeW connectors. This design is based only upon paremeters shown, and is for an individual building component, not a truss system. Bet.reuse, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bracing indicated is to buckling individual truss was and/or chord members only.Additional temporary and permanent baring MiTek' building design. prevent of is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, del'iver,erection and bracing of tmsses and buss systems, we ANSI/Toll Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salary lnPormwahm available from Trials Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job nlasTruss Type Ory ly T18543272 2141219-GROZA-DUNN D3 GABLE 1 1 Job Reference (optional) Binders Findsaurce, Fort Piece, FL 34945 Knn: U.24U s had 11 zuiu Ynat a.zso a JUI zi LVIY enerr r messiness. mC rn ww 1 vv:ze:N .Ie Yage ID:IbVR7 W 6bGVcNjKrW 3JK6 Wgz6k98-moT2i CiCiuTGRC8ZLwVVT1 cTEy769uYVJ_hhFz8yNd2i NOTES- 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Gmphlcal puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin representation does not depict the size or the orientation of the pudin along the lop and/or bottom chord.Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ®WARNING-Vorgy design Fameriders and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. IMM015 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a trues system. Bafore use, the builtling designer must verify the applicability of design parameters and properly incorporate Nis design into the overall building design. Bracing indicated is to prevent buclding of Individual suss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always reeuirad forstabilityend to prevent collapse with possible personal injury and property damage. For Reveal guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUhFI1 Quality Criferla, DSB-89 and BCSI Building Component 69g4PoMe East Blvd. Sa/ery Informarlon available from Tmes Plate InsUWW, 218 N. Lee SIree4 Suite 312, Atexandda, VA 22314. Tampa, FL 36610 Jo0Truss Truss Type oty Ply Tte5a32)3 2141219-GROl1-0UNN FJ4 Jack -Open T 1 ab Reference (Optional) guilders FrslSwrw, FM Piew, FL 34945 Run: 3240 a Feb 112019 JK6 8140 a Jul2T 2019 !Ciu GRCSles, Inc. Po Nov 109:2953 2019 Page 1 . ID:ibVR7W6bGVWjKrW3JK6Wgz8A98-rxoT2l CiCiuTGRCBZLwWiICWZyC19vFW hhFz8yNd2i Scale =1:12.8 3x4 = ST1.5x8 STP = 4-0-0 A." Plate Offsets (XYI— f2.0-0-2 Eduel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(-L) -0.01 24 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Ved(CT) -0.02 24 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCOL 10.0 Code FBC2017rrP12014 Matrix-P Wind(ILL) 0.00 2 "" 240 Weight: 1416 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=109/Mechanical,2=273/0-8-0,4=36/Mechanical Max Hom 2=110(LC 12) Max Uplift 3=97(LC 12), 2=-119(LC 8) Max Grain 3=109(LC 1), 2=273(LC 1), 4=72(LC 3) FORCES. (Ib)-Max. Camp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 3 except Ql=lb) 2=119. 1/111111111111j %P�JSR P LOAD CASE(S) Standard No 22839 P O R 1 O r\_� EC�0%. 'F1S10NAC Walter P. Finn PE No.22839 1,17ek USA Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING. Verily designpammeters and READ NOTES ON fees AND INCLUDED MITEK UFEUNCEPAGEM11J473 ne IMM015 BEFOREUSE. Design valid for use only wild Wells connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 767904P.rk!.ut 7 a buss system. Before use, Ne building designer must verify Me applicability of design parameters and prupedy Incorporate this design into the overall indicated Isto buckling truss Additional lemporary and bracing buiidingdattgn. Bracing prevent otudividual web andror chord members only. permanent 's always required for stabiliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Pe Mbliw4on,stpra9a,delivery, erection and bracing of trusses and Wss systems,see ANSVTPU Oualiy Cdferia,DSB-89 andBCSIBuilding Component Blvd. Safeylnrarmalion available from Truss Plate institute, 218 N. LeeStreet, Suite 312, Alaxandna, VA 22314. Tampa. FL 36610 Job NSS NaeType Qty Ply T18543274 2141219-GR02A-DUNN I _MSS .a 1 1 Job Reference (optional) Builders Fim Source, Fort Piece, FL U945 3x8 = Si STP = Run: 8.240e Feb 112019 Print 8.240 s Ju1272019 MiTek Ind. $Wes;Inc. I'd Nov 109:29:532019 Paget ID:ibVR7I},6bGVcNjKrW3JK6WgzBk98-rxoT21CiCiuTGRC8ZLwW IcQKyAf9vFW_hhFzByNd2i Scale = 1:16.4 Plate Offsets (X.Y)— f2:0-8$0-0-10I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Gnp'DOL 1.25 TO 0.73 Vert(ILL) -0.04 2A >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.07 2-4 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017/7PI2014 Matrix-P Wind(LL) 0.00 2 '"` 240 Weight: 18 I6 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=160/Mechanical, 2=328/0-8-0.4=49/Mechanical Max Hom 2=141(LC 12) Max Uplift 3=-138(LC 12), 2=-125(LC 8) Max Gray 3=160(LC 1), 2=328(LC 1), 4=99(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD 'Sheathed or 5-4-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except jbi 3=138,2=125. LOAD CASE(S) Standard �p 1111 U I1/ O`11%P�...R P' •XGENS No 22839 0: Iz OF :�44/� <'P Og10P:Nt',. NA� Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING -Verity nestle parameters and READ NOTES ON MIS AND INCLUDED MUEK REFERENCE PAGE MII-7473 ree 10/p93015 BEFORE USE. Design valid far use only with MITeon commetom. This design Is based only upon parameters shown, and is for an Individual building component, not a Ouse system. Before use, the building designer must venfythe applicability of design parameters and properly inmRorate this design into the overall buildingdesign. Bracing indicated is to prevent buckling of Individual lmssweb andiorchord members only. Additional temporary and perinumentlamicing MiTek' Is always required for stability and to prevent collapse wdh possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery erection and bracing of lmases and Vuss systems, see ANSI/iPld Duality Criteria, DSE49 and SCSI Building Component 6904 Parke East Blvd. Safety Information availabla tram Tmss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job mss Truss Type Ply TIBW275 2141219-GROIA-0UNN ED Jadt-0pen 40 1 _ Job Reference Minsk lap BUJders FuslSouma, Fad Piave, FL 34945 R'ibVR70s Feb GV112019Pmd:a240ag8l T2lMiTekIGRC8s,Inc. Fit Nev 4W9v532019Page 1 ID:3VR7W6bGVCNjKMr'JJK6Wgz8k98-nloT2l CiCiuTGRCBZLwWricLPy4W9vFW hhFz8yNtl2i seek =121.0 3x8 = ST1.5x8STP = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.08 2-4 >970 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.21 2-4 >382 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a We BCDL 10.0 Code FBC2017rTP12014 Mabix-SH Wind(LL) 0.15 2-4 >523 240 Weight: 23 Is FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=204/Mechanical, 2=400/0-8-0,4=83/Mechanical Max Ho¢ 2=180(LC 12) Max Uplift 3=-161(LC 12), 2=-140(LC 12) Max Grev 3=204(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (to) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed. BOTCHORD Rigid ceiling directly applied or 10-0-0 ocbracing. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh, host 5f1; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -1-0-0 to 5-0-0. Interior(1) 5-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 For bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load Of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connecitons. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Is uplift atjoint(s) except Qt=1b) 3=161, 2=140. LOAD CASE(S) Standard ♦ a, No 22839 -0 . T4 OF i Waller P. Finn PE No.22839 MTek USA Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING-Vorlly Eoslgn1muchraraand READ NOTES ON MIS AND INCLUDED MITEKREPERENCE PAGE M119473m, 10/032015 BEFORE USE Design valid for use only with MiTekm connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, Me building designer mustverify the applicability of design parameters and pmpedy incoryorea Nis design into Pe overall building design. Bracing Indicated is to prevent buckling of individual lords web andfor chord members only. Additional temporary and pmmanenl bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regaMing the fabrication, slchi delivery,.,action a ad bracing of Wsses and lass systems, see ANSVTPI1 Quality Coach,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safeylnlormation unsalable train Truss Plate Institute. 218 N. Lee Street Suite 312, Nexandrla, VA22314. Tampa, FL 36610 Job Nea N55 ype Dry ly T1B543Z 6 2141219-GROZA-0UNN E121 Jack-0Pen 4 1 Job Reference (optional) Guilders prosiness, Fort Piece, FL MINIS Run: 8.240a Feb 112019 Print 8240 l Jm 272019 Mies lMustdes, Ins. Fri Nov 10929:542019 Fage1 ID:ibVR7Vi6bGVCNjKrW3JK6Wgz8k98-J8LrFNDKz7OKubnL73Sl7FBhnManuMUgOLRpVayNd2h -0 8 2-7-8 ' 1-041 2-7-8 46 = ST1.5x8 STP = LOADING (pgf) SPACING- 2-0-0 CSI. DEFL in (log) I/defl Lid TCLL 20.0 Plate Grip COIL 1.25 TO 0.37 Ven(LL) -0.00 2-0 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hcrz(CT) -0.00 3 file rl/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Wind(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=48/Mechanical, 2=226/i 4=22/Mechanical Max Horz 2=76(LC 12) Max Uplift 3=50(LC 12), 2=136(LC 8) Max Grav 3-08(LC 1), 2=226(LC 1), 4=45(LC 3) FORCES. (lb) - Max. Comp-fMax. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:9.7 PLATES GRIP MT20 2441190 Weight: 10 lb FT=20% BRACING - TOP CHORD Sheathed or 2-7-8 oc purling. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Exp C; Encl., GCpj=i MWFRS (envelope) and C-C Coritt zone; cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-O.wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1GO lb uplift at jojnl(s) 3 except (t=lb) 2=136. LOAD CASE(S) Standard %% ?)) G E N- F/4'L No 22839 r D:a TTL OF �i�� •. C % `S�O N A� Walter P. Rnn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING- Venry deargn parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGEMII-1473 rev. 10,034 SBEFORE USE Design valid Mr use only with MiTek@ connectors. This design Is based only upon parameters shown, and Is for an InddNdual building communism, not a buss system. Before use, me building designer most verify the applicability of design parameters and prapedy Incorporate Nis design into the overall buildingdssign. Bracing Indicated is to prevent bucklingoflndiNdual truss web andlor chord members only. Addidonaltempoma ae dpermanentbmcing MiTek' I3 always required far stta il'iy and to prevent collapse win possible personal injury and property damage. For ground guidance regarding the fabriciaii stoi dolvery, erei and bracing of trusses and muse systems, see ANSI/Tpll Quality Ontario DSE-89 and BC3l Eulldrog Component 6904 Parke East Blvd. Safrty Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job cuss Truss Type OTy y T165432]] 2141219-GROZA-DUNN EJ22 Comer Jack 2 i Job Reference o tional Builders FiretSaurce, Fort Piece, FL 34945 2x4 = ST1.6xa SIP = Run: 8.2405 Feb 112019 FrnC ssn, a in Lr LVI e M n de measures. me. FA Nov lWon:ow Zuly page ID:iWR7W6bGVCNjKrW3JK6Wgz8k98 8LrFNDKz70KubnL73S17F8jPMa6uMUg0LRpVayNd2h Scale =1:9.0 LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Verl(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Inc! YES WE, 0.00 Hom(CT) .0.00 3 n/a Isla BCDL 10.0 Code FBC20177TPI2014 Matnx-P Wind(LL) 0.00 2 — 240 Weight: 9 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=28/Mechanica1, 2=208/0-8.0, 4=18/Mechanical Max Ho¢ 2=68(LC 12) Max Uplift 3=-36(LC 12), 2=-121(LC 8) Max Grav 3=28(LC 1), 2=208(LC 1), 4=36(LC 3) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250 ith) or less except when shown. BRACING - TOP CHORD Sheathed or 2-2-2 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5ApsP h=15f1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This tress has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connecticn (by others) Of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) 3 except 0t=1b) 2=121. LOAD CASE(S) Standard No 22839 0'. A F Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R.33610 Bate: November 1,2019 ®WARNING � Verily design bover lere antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-T4T3 rov. 1MM015 BEFORE USE. Design valid for use only win MiTek® comeopm. This design is based only upon parameters shown, and Is for an individual building component, not - a tmse system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual Was was and/or chord members only. Addigi temporary and permanent bracing MiTek' is always repaired for stability and to prevent collapse with possible personal injury and property damage. For gerveml guidance regarding the fabrication,storage. delivery, erection and bracing or trusses and truss systems, see ANSWFI1Quality Crude, DS849 and Best Building Consecrate! 6904 Parke East Blvd. Selerylnformatlan available fmm Truss Plate tnstitute, 218 N. Lee sbeeL Suite 312, Alexandria, VA 22314. Tampa, FL 36610 fJ MSS Type ly Ply T18543218 2141214GROZA-DUNN J23 EJ23 Jack-0pen 2 1 Job Reference (optional) guilders Fus flource, Fort Piece, FL 34945 Scale =1:8.5 2x4 = ST1.Sz8 STP = 1-11-8 1-11-8 Plate Offsets (X Y)— I2:0-1-14 0-0-101 LOADING last) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ved(LL) -0.00 2 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoce(CT) -0.00 3 n1a ma BCDL 10.0 Cade FBC20171TPI2014 Matrix-P Wind(LL) 0.00 2 — 240 Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 1-11-8 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=45/Mechaniml, 2=180/0-8-0, 4=19/Mechanical Max Holz 2=64(LC 12) Max Uplift 3= 43(LC 12), 2=-96(LC 8) Max Giav 3=45(LC 1).2=180(LC 1), 4=38(LC 3) FORCES. (lb) -Max. Comp.lMax. Ten. -All (areas 250(I1g) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;GC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift aljoint(s) 3, 2. 1111111 LOAD CASE(S) Standard P-1��,�� ,,�PP�'ICER s? OENSF.'�''�. �` No 22839 �9 OF :�� -* o�F � OR %'o N `. ` Walter P. Finn PE No.22839 • MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING- vedy dodge parameters and READ NOTES ON MIS AND INCLUDED MREK REFERENCE PAGE MIF7473 rev. lNo3R015 BEFORE USE '.■�' Design valid for use only with Funek® connequ rs.3Ws design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent, the applicability o1 design parameters and propedy incorporate Nis design his the overull building design. Bracing Indicated is to prevent buclding of individual truss web endlor chard members only. Additoral lempomq and permanent bracing i.�+■�j WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storege,delvery, erection and bracing of trusses and Buss systems, see ANSMII Qualify Crifada, DSB49antl BCSI BUIIdIng Component 6904 Parke East Blvd. Safety Information available hrum Truss Plata Institute, 218 N. Lee Sueet, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Hip Girder T165432)9 Milli Scale = 1:15.7 LOADING last) SPACING- 2-0-0 CSI. DEFL in (too) I/de9 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.63 Verl(LL) -0.05 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0A1 Ved(CT) -0.11 2-4 >618 240 BCLL 0.0 ' Rep Stress lncr NO WB 0.00 Hom(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/FPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight 201b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=177/Mechanlml, 2=359/0-8-8, 4=54/Mechanical Max Horz 2=145(LC 4) Mu Uplift 3=-147(LC 8), 2=-184(LC 4) Max Grav 3=177(LC 1), 2=359(LC 1), 4=109(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Sheathed or 5-10-2 cc purins. BOT CHORD Rigid celling directly applied or 10-0-0 cc bracing. NOTES. 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 , 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcumenl with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (jl=1b) 3=147, 2=184. 6) "NAILED" indicates 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (of) Vert: 1-3=-70,2-4=-20 %pJ�E110 R P! i 4% GFNS •41 �. No 22839 OF ;$" • C O R 1 O.-* aeil All Walter P. Finn PE N022839 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Bate: November1,2019 w®WARNING-Vprifytles)gnpammoren and READNOTES ON MIS AND INCLUDED MrrERREPERENCE PAGE MiSM2 rev. 1693ROUBEP-0RE USE *,*� Design veto for use only wile MirekS, connectan. This design Is based only upon aerometers shown, and la fan an indiAdual balding component, not a busa system. Before use, re building designer must verily the applicability of design parameters and properly incor mate This design Into the overall AEdi0onallemporeyendpemanentbmcing ■�•Y[� MiTew bulldingdesign, Bracing Indicated is to prevent buckling ofindividum truss web andlor chord members only. Is always required for stability and to prevent collapse wide possible personal injury and prope4y damage. For general guidance regarding the fabdradoo.across. d.W.kv. erection and bating of man... no muss systicms. aee ANS17P11 Qualls, Criteria, OSB-89 and SCSI Building Component Safelylnlormadon available from Trous Plate InAtute, 218 N. Lee Street Suile 31Z A mmndda, VA 92314. 69N Parke East BIM. Tampa, FL 36610 Job was runs ype ty Ply T18543280 2141219-GROZA-Di EJ52 Diagonal Hip Ginter 2 1 Job Reference o tonal Suit Firstemmi Fort Piece. FL U945 Prim.,a 0 eeb ll[me P...... 9ausamuanmllee inauauiea, Inc. r„,.o. o o .ID:ibVR7We,bGVcN!V.W3JK6Wgz8k98- KVESjEzkJBBWkMXgmz_YShuimu2dpkpR?AMllyNd2g Scale=1:12.1 2x4 = 4.1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) /dell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.23 Ved(LL) -0.01 2-0 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 24 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a The BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 —" 240 Weight: 15 IS FT=20% LUMBER- BRACING - TOP CHORD 2x4SP No.2 TOP CHORD Sheathed or 4-1-5 oc puilins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=111/Mechanical,.2=288/0-8-8,4=37/Mechanical Max Ho¢ 2=111(LC 4) Max Uplift 3=-95(LC 8), 2= 168(LC 4) Max Grey 3=111(LC 1), 2=288(LC 1), 4=74(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh, h=15ft; Cat. II;,Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and night exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 2=168. icates FP i �� 7) In hie LOADdCASE(S)1section, loade ppllied to the face of theltruss are noted as front (F) or back (B). `,`�� JeR LOAD CASE(S) Standard ` SF•••. ��� 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ` V Uniform Loads(plf) NO 22839 Vert: 1-3=-70, 2-4=-20 9 A F :141 i���T� • • P , O R \ �jN p'�SS,ONAX E���`• Walter P, Finn PE No.22839 • MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 14II.1473 how 1dPo3l1015 BEFORE USE. Design valid for use only with MiT ke connectors. This design is based only upon parameters shown, and Is for an individual building component not a miss system. Before use, the building designer must very the applicability of design parameters and imagery Incorporate this design into the overall Additional temporary and bracing MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members Only. permanent is always required for stability and to prevent cellulose with possible personal injury and property damage, For general guidance regarding the fabrication. storage ,delivery, erection and bracing of misses and muss systems, see ANS!?P/1 Damon, Cheadle, DSB49antl SCSI Building Component 6904 Parke East Blvd. Safeylnlormation available man Truss Plate Motion e, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 T19543281 Scala =1.15.3 4x6 = Si SIT = Plate Offsets X,Y- 2A-1-1,Ed e LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) /deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.03 2-4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a ma BCDL 10.0 Code FBC2017rrP12014 Matrix-P Wind(LL) D.00 2 "" 240 Weight: 17 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 211 SPNo.2 REACTIONS. (Ib/size) 3=147/Mechanical,2=318/0-8-0,4=46IMechanical ' Max Horz 2=129(LC 12) Max Uplift 3=-125(LC 12), 2=-145(LC 8) Max Grav 3=147(LC 1), 2=318(LC 1), 4=92(LC 3) FORCES. (It - Max. Camp/Max. Ten. - All forces 250(I1b) or less except when shown. BRACING - TOP CHORD Sheathed ors-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCOL-4.2psf; BCDL=5.Opsf; hiii Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Comef(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to buss Connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) except Ql=1b) 3=125,2=145. LOAD CASE(S) Standard .`%,,S�P�� G E N ! FS" , No 22839 e, G ...fi Walter P. Finn PE No.22839 Iii USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING- ✓onlydesignpar mofine andREAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIIJ413 rev. 10403/2015 BEFORE USE. Design valid for use only whin knTelt® connectors. This design is based only upon parameters shown, and is for an individual building Component, not a "as system. Before use, the building designer must verify the applicability of design parameters and properly incumbents this design Into the overall building design. Bracing indicated is to prevent buckling of indidual truss web and/or chord members only.. Medieval temporary and permanent bracing WeK Is always requiredfor stability and 0 prevent defense with possible personal Injury and property damage. For general quidanco regarding the fabrication, storage, delivery, eroodon and brazing of trusses and Vass systems, see ANSVTPII Quality Orford , DSE-89 and BCSI Building Component 69M Palle East Blvd. Borery In/ormathon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job mss mss Type ry Ply T185 d3282 2161219-GROZA-OUNN EJT1 Manapitch 2 1 Job Reference (optional) sudders rrstsource, ton "a., "weep I .ID:ibVR7 WfihGVcNjKNJ3JKfi Wgz8k98-nKvESjEzkJBB W kMXgmz_YShjAmm7dpkpR?AM71 yNtl2g dire II 3 511.Jxtl J r = 3x4 11 4x6 = Scale=1:22.4 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (toe) /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 1 0.90 Vert(LL) -0.07 2-4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.18 2-4 >455 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 4 We No BCDL 10.0 Code FBC20177rP12014 MaInx-SH Wind(LL) 0.12 2-4 >659 240 Weight: 29111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Itasize) 4=299/0-3-8,2=41d/0-8-0 Max Horz 2=186(LC 12) Max Uplift 4=-160(LC 12), 2=-144(LC 12) FORCES. (Ib)-Max.Comp./Max. Ton. -All forces 250(lb) or less except when shown. TOP CHORD 34=-231/363 BRACING - TOP CHORD Sheathed or 2-2-0 Qc purins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; lvi Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0-0 to 5-0-0,.Intedor(1) 5-0-0 to 7-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift aljoinl(s) except Ol=1b) 4=160,2=144. LOAD CASE($) Standard �J� ER iP ,, i No 22839 ' % ��: Walter P. Finn PE No.22839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING-Veny design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACEMII-7473 res f0/ mate BEFORE USE. Design valid for use only with kliTekO connectors.This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must car". apPliabllit, of design parameters and properly iroxc ate this design into Ne overall Indicated is buckling individual truss oat,. Mediated temporary and pemlanent bracing MiTek- building design. Bracing to prevent of web eadlar chard members Isalwaysrequiredfarclabililyandtopreverat collapse with possible personal injury and property damage. Fargeneal guidance regarding the fabrication, sloage,delivery,eredicn end bracing of Wsses and truss systems; sea ANSI/IPN Quality Criteria,DSa-89 and SCSI Bullding Component 6904 Parke Fast Blvd. Safey Information available from Terse Plate Institute, 218 N. Lee street Suite 312, Missions, VA 22J14. Tampa, FL 36610 0 011121&GROZA-UN, N55 N55 a QlY YD T18543283 G1 Common 1 Jab Reference (optional) amount Iumsaarce, 1. need, 11.waea -- - . ID:ibVR7W6bGVGNjKrW 3JK6Wgz8k98-F W f 7-04 81:7 19-4-73 10.8-0 111-11-3 '�2-851 14-3-12 • 1-0.0 7-04 1-7-7 0.9-2 1-3-3 1J-3-7-7 see 38= 5 3x8 = 4 B 5.00 i2 2x4 I 2x4 12 7 3 2x4 II 316 2 t0 11 B ST1.5x8 STP = 2.4 II 3x8 MT20HS = 4x6 = 2x4 II 15 16 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) I/doff L/d PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Verl(LL) -0.43 9-11 >581 360 MT20 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Veri(CT) -0.72 9-11 >347 240 MT20HS BCLL 0.0 ' Rep Stress Incr YES WE 0.77 Hoa(CT) 0.05 8 rule file BCDL 10.0 Code FBC2017/TP12014 Matnx-SH Winci 0A1 8-9 >616 240 Weight: 83 lb LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Sheathed or 4.0.8 ac pudins. BOT CHORD 2x4 SP M 31 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-10: 2x4 SP No.1 WEBS 2x4 SP No.2 *Except' 51 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 8=1008/0-3-8, 2=1108/0-8-0 Max Hoa 2=109(LC 16) Maz Uplift 8=-283(LC 13), 2=330(LC 12) Max Grav 8=1121(LC 2), 2=1211(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-2217/906, 13-14=-2104/907, 3-14=-2095/912, 3-4=-1868/956, 4.5=519/1025, 5-6=-495/1028, 6-7=-1 866/981, 7-15=2062/943, 15-16=-2086/937, 8-16=2205/935 BOT CHORD 2-11=-712/1916, 10-11=.71211916, 9-10=-712/1916, 8-9=-712/1916 WEBS 3-11=0/558,4-12=.3063/1616,6.12=3063/1616,7-9=0/533 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.OpsF hi511; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2)-1-0-0 to 5-0-0, Intedor(1) 5-0-0 to 10-8-0. Extedor(2) 10-8-0 to 1"-0, Inlerior(1) 16-8.0 to 21-24 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 last bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 till by 2-0-0 wide will fit between the bottom chord and any other members. 6) Calling dead load (5.0 psQ on member(s). 3-4, 6-7, 4-12, 6-12 7) Bottom chord live load (40.0 psi and additional bottom chord dead load (5.0 psQ applied only to room. 9-11 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint($) except Gt=lb) 8=283,2=330. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LQAD CASE(S) Standard Scale=1:35.8 8 4x6 GRIP 244/190 1871143 FT=20% J`� `1�P •� G E N S ��' ��'� No 22839 9 T fL OF 101. ss'O N A111 � 11 E?�%`� Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33510 Date: November1,2019 ® WARNING- Verily dost in Pa eemben and READ NOTES ON THIS AND INCLUDED MITEKREFERENGE PAGE MIP7473MK 10D3/1013 BEFORE USE. Design valid for use only wlitt MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, me budding designer must ver m applicability of design parameters and properly Inca,perate Nis design Into the overall buildingdesign. Brad, Indicated is to prevent buckling ofind'widusl truss web almost chord members arty. Magaret temporary and permanent bracing Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the MiTek' Damodar, stamps. delivery, erection and bracing of(mass$ and truss systems, see Alessi Ovalley DNteria,DSB-89 and Body Building component 6904 Parke East Blud. Salary Information m,elmle from Truss Plate InstiMe. 218 N. Lee Sbee4 Suite 312, Newmann. VA 22314. Tampa. FL 36610 Job Truse TrussType Oly ly 8 5 32Bd 2141219-GROIA-0UNN G2 Common 2 1 Job Reference o tional Builders FirdSource, Fort Piece, FL U945 4 1.7.7 0-9-2 133 I 1-3.3 0.9-2 1.7-7 4x6 = 3x8 = 5 3x8 = 4 6 Sao 12 2x4 12 2x4 II 3 2x4 I 7 15 13 14 Scale=1:35.5 1j, 10 9 ST1.5xB STP = _ 4x6 2x4 11 3x8 W20HS = 4x6 = 2x4 I 7AL 14.3-12 20-11-8 711 T-3-e 6-T-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(LL) -0A1 9-11 >607 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.67 9-11 >365 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) 0.05 8 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(L-) 0.34 2-11 >722 240 Weight. 81 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Sheathed or4-34 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. WEBS 2x4 SP No.2 *Except* 5-12: 2x4 SP No.3 WEDGE Right: 2x4 SP ND.3 REACTIONS. (lb/size) 8=9921Mechanical, 2=1090/0-8-0 Max Hot 2=109(LC 12) Max Uplift 8=274(LC 13), 2=-327(LC 12) Max Grav 8=1111(LC 2), 2=1191(LC 2) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-13=2144/875, 13-14=-2031/875, 3-14=-2022/881, 34=1804/929, 4-5=480/959, 5-6=-454/957, 6-7=-1806/954,7-15=2004/917, 15-16=2032/917, 8-16=-2153/909' BOT CHORD 2-11=-679/1849, 10-11=-679/1849, 9-10=-679/1849, 8-9=-679/1849 WEBS 3-11=0/540, 4-12=-2921/1543, 6-12=-2921/1543, 7-9=0/556 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132ni TCDL=4.2psf, BCDL=5.Opsf, h=1511; Cat. II; Exp C; Encl., GCfAi 8; MWFRS (envelope) and C-C Exterior(2)-I-M to 5-0-0, Inledor(1) 5-0-0 to 10-8-0, Extedor(2) 10-8-0 to 16-8-0, Intedor(1) 16-8-0 to 20-9-12 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-12, 6-12 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 pull) applied only to room. 9-11 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at jcint(s) except 01=1b) 8=274,2=327. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard �``QY-�ER'P,F�iy No 22839 iz :��� i"I ***<OFl(OPCj�=% **'!i` SNONAEI�?% Walter P. Finn PE No.22839 MITek USA, Inc. FL Cent 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: I kh November 1,2019 ®WARNING -Veriy design parzmefenr antl READ NOTES ON THIS AND INGLUDED MITEJI REFERENCE PAGE MIP7173 rev 1N0a2O1s BEFORE USE. Design valid for use only win MiTek9 connectors. This design Is based only Won parameters shown, and Is bran Individual budding component. not a tans system. Before use, me building designer must very Ne appifl idy of design parameters and properly incorporate this design Into the overall ��-��•YYY buddingdesign. Bracing Indicated is to prevent buckling oflndividual Wss web and/or chord members only. Additional temporary and permanent bmoing MiTek' s always required forslabillty and to prevent collapse will possible pemonal Injury and property damage. Fcrgenerslguldameragardingthe fabncaepn, storage,delivery, drool and bracing of lasses and Wss systems, see ANSVrPlf Dually Criteria,DSB-89 and SCSI Building Component 69N Parke East Blvd. Sefely1nfomra0on available from Tass Plate InsSNte, 218 N. Lee Sheet Suite 312, Al...Tons, VA 22314. Tampa, FL 36610 on runs rust Type City Ply T10543285 2141219-GROtiA-0UNN G3 Hip 1 1 Job Reference (optional) Builders Feintonoce, Fort Piece, FL 34945 Ram: 8.240a Feb 112019 Print 8240 s Jul 272019 M1LTek Industries. Ins. Fit Nov 109:29:562019 Paget ID:bVR7jV6bGVcNjKNJ3JK6 Wgz8k98-F W Tcg3EbVdG27uxjETUD4gE_693JMEfzgfwvaTyNd2r f-0-0 5-8-11 94}-0 12-0-0 L17-5 21-0-0 58-11 I We I 3-0-0 3-3-S I 541-11 t ST1.5x8STP = 4x6 = 4.6 = 3x4 = 4.6 = Sx6 = Scale=1:38.2 ST1.5x8STP = 4x6 �g Plate Offsets (X,Y)- I8:0-3-0,05-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) -0.16 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Ven(CT) -0.38 7-8 >657 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Hom(CT) 0.05 7 rda III BCDL 10.0 Code FBC2017/TP12014 MabixSH Wind(LL) 0.15 7-8 >999 240 Weight: 90 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. Ob/size) 7=927/D-8-0, 2=1026/0-8-0 Max Harz 2=95(LC 12) Max Uplift 7=-306(LC 13), 2=357(LC 12) FORCES. (to) -Max. Comp.IMax. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-10=-174111295, 3-10=-1621/1304, 3-0=-1417/1053, 4.5=1265/1020, 5-11=1399/1066, 6-11=-1419/1056,6-7=-175411289 BOT CHORD 2-9=-1107/1542, 8-9=714/1265, 7-8=1063/1557 WEBS 3-9=-387/480, 4-9=194/343, 5-8=-214/349, 6-8=404/502 Sheathed or 3-75 oc purlins. Rigid ceiling directly applied or 5-4-14 0o bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; III Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 5-0-0, Interior(1) 5-0-0 to 9-0-0, Exterior(2) 9-0.0 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pone ing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) - This Wss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joints) except (jt=lb) 7=306, 2=357. LOAD CASE(S) Standard ,,,��111111111j,I -(SR P, No 22839 xz tu O F 40 ORI�PCj�=�� 11q lON A� E����, Walter P. Flnn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING-Vermy design pammetwo and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. IMM015 BEFORE USE Design valid for use only with hire® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a Wss system. Before use, the building designer must verify the applicability of design parameters and property lmomorste Nis design into the overall Intrinsically. Bracing increased is to prevent buckling of individual Wes web ancicr chard members only. Additional temporary and permanent bracing M)Tek is always required for stibllih end to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrica5on.storage, delivary,erection and bracing oftances and Miss systemesee AN31?PI1Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job N55 N55 ype Dlyply T18543286 2141219-GR02A.DUNN G4 Hip Gider 1 1 Job Reference (optional) Builders Fiisuisurca, Fort Piece, FL Made Special 4,16 = NAILED NAILED 3x4 = NAILED 3 11 4 12 Special 4x6 = Scale = 1:38.3 ST1.5x8STP = ads = NAILED NAILED 5.8 WB = 6.8 = ST1.5x8 STP = 3.8 = Special NAILED Special axe Plate Offsets (X V)-- [2:0-0-2 0-1-81 [6:0-4-2 0-1-8)' [8:0-3-8 0-3-01 [10:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) -0.14 8-10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Ved(CT) -0.37 8-10 -669 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MatdxSH Winul 0.15 8-10 >999 240 Weight: 91 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 3-5: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1891/0-8-0,6=1891/0-8-0 Max Hone 2=68(LC 12) 'Max Uplift 2=835(LC 8), 6=-835(LC 9) BRACING - TOP CHORD Sheathed or 2-9-4 cc purling. BOTCHORD Rigid ceiling directly applied or 5-11-11 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=3872/1651, 3-11=-3495/1586, 4-11=-3495/1586, 4.12=3495/1586, 5-12=3495/1586, 5.6=3872/1651 BOT CHORD 2-10=-1463/3449, 10-13=-1686/3814, 13-14=.1686/3814, 9-14=-1686/3814, 9-15=-1686/3814,8-15=-1686/3814,6.8=.1423/3449 WEBS 3-10=-234/951,4-10=-493/341,4-8=-493/341, 5-8=-234/951 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, Ill Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 8t between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at join l(s) except Gt=1b) 2=835 6=835. 7 'NAILED' indicates 3-10d 0.148"x3 or3-12d 0.148'x3.25' toe -nails er NDS uidlines. ( ) ( ) P 9 8) Hanger(s) or other connection device(s) shall be provided sufficient to support ConcenVated load(s) 2431b down and 316111 up at 7-0-0, and 243 lb down and 316 Ib up at 144-0 on top chord, and 375 to down and 142 to up at 7-0-0, and 375 lb dawn and 142 lb up at 14-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 , Uniform Loads (fall) Vert: 1-3=-70, 3-5=-70, 5-7=70, 2-6=-20 Concentrated Loads (Its) Vert: 3=-196(B)5=196(B) 10=-375(B)4=-134(B)8=-375(B) ll=-134(B) 12=-134(B) 13=-63(B) 14=-63(B) 15=-63(B) .`%%,� G E N ,s. `� V\ `SF• �i No 22839 -Ik ; ; i0i. ` 0�i;<%ccS ....R 1 Walter P. Ann PE N0.22839 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING-vonry design Podamarre and READ NOTES ON MIS AND INCLUDED MMEK REFERENCEPAGEMIll re, 10 =15 BEFORE USE Design valid for use any with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a lmss system. Before use, the building designer must vary the applicability of design parameters and properly incorporate this design into are overall r building design. among Indicated is to prevent bucWmg of individual Wss web driver chord members only. Additional temporary and permanent bracing MiTek- sslivers required for stability and toprevent colldpse with possible personal injury a ad pmpery, domega. ForgeneaI gaided. regarding the fabrication, storage, delivery, erection and bracing of lmsses and truss systems,See ANSI/rolf Quality Criteria,DSB-89 and SCSI Building Component 6904 Fares East Blvd. salary Intormation available from Td a Plata Institute, 218 N. Lee street. suite 31Z Alexandria, VA 22314. Tampa. FL 36610 Job Truss NSstype Ely Ply 1054320T 21412196ROZA-0UNN GS HaIIHip 1 1 Job Reference (optional) BWders FirstSource, Fort Piece, FL 34945 4x6 = 3x4 = Scale=1:36.6 3x6 = ST1.5x8STP = 3x8 = 3x6 7 3x6 = 3.8 = 3.6 II 9-0-0 14-11-12 20-11-8 9-0-0 5.11-12 1 5-11.12 Plate Offsets MY)- f2:0-4-2,0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.55 Vert(LL) -0.15 2-10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Verl CT) -0.33 2-10 >750 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.03 7 n/a We BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Wind(LL) 0.08 2-10 >999 240 Weight: 107 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=919/Mechanical,2=1018/0-8-0 Max Holz 2=228(LC 12) Max Uplift 7=370(LC 9), 2=-346(LC 8) BRACING- TOPCHORD Sheathed er4-0-10 ocpudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-11-6 oc bracing. FORCES. (Ib)-Max. Camp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-176911241, 3-11=1414/900, 4-11=1404/915, 4-5=1255/914, 5-12=1086/766, 6-12=1086R(36, 6.7=861/670 BOT CHORD 2-10=-1372/1574, 9-10=766/1086, 8-9=766/1086 WEBS 3-10=-367/500, 4-10=33/284, 5-8=584/550, 6-8=-892/1265 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf', BCDL=5.Opsf;h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Fxterior(2)-1-M to 5-0-0, Interior(1) 5-0-0 to 9-0-0. Fxtenor(2) 9.0-0 to 17-5-13. Interior(1) 17-5-13 to 20-9-12 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcu_rrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except Q(=1b) 7=370,2=346. LOAD CASE(S) Standard �`�JP���Zti ENS�'�L No 22839 )P4Trj 0VF' N A; �?Ca�. Walter P. Finn PE No.22839 MITelt USA, Inc. FL Cart 6634 6904 Parsee East Blvd. Tampa FL 33610 Date: November 1,2019 ,I®WARNING-Ama, design Panmafan and READ NOTES ON MIS AND INCLUDED MITEKREFERENCE PAGE Mill rev. 10,012015 BEFORE USE valid for use only with MR loosernectors. ThIs design is based only upon pammaten shown, and 1s for an individual building component, not Mal, a truss system. Butore use, the building desi,mular stve0y the appfcabiliy of design parameters and properly interstate this design Into the overall building Eeslgri.Breeng indicated into prevent bucking of Individual Wss web and/or chats members only. Additions temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdoxlion, storage, delivery, entered and lasting ofbusees and Wss systems, see ANSVTPI1 Quality aNfeNa,DSB-89 and BEV Building Component 69N Parke East Slvd. Safety Information wa lable from Tmss Plate institute, 218 N. Let Strem, Suite 312, Nexandrla, VA 22314. Tampa, FL 36610 ob mss ype Ory Ply T18543288 2141219-GRO2A4)ONIN [was B Half Hip G'Wer 1 1 Jab Reference (optional) Biddersrlrstsaurce. Pon Viand, rL: wili Special NAILED 5x8 NAILED NAILED NAILED Sx6 =NAILED NAILED NAILED 5x8 = 3 10 11 12 4 13 14 15 6 Scale n 1:38.0 a n.axd air — 3z4 = 5x8 = ,•••,•`•• • Us _ 4z1I N Special NAILED NAILED LOADING (psf) SPACING- 2-M CSI. DEFL. in (]cc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.98 Vert(LL) -0.13 7-9 sill 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Verl(CT) -0.33 7-9 >746 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Hom(CT) 0.07 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MaldxSH Wind(LL) 0.18 7-9 >999 240 Weight: 981b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Sheathed or 3-6-5 cc pudins, except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-0-8 cc bracing. WEBS 2x4 SP No.3*Except' WEBS 1Row at midpt 5-7 4-9,5-7: 2x4 SP No.2 REACTIONS. (Ib/size) 6=2136/0.3-8, 2=1792/0-&O Max Harz 2=182(LC 23) Max Uplift 6=952(1_13 5), 2--765(LC 4) FORCES. (Is) - May. Camp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-3641/1545, 3-10=-3278/1468, 10-11=3278/1468, 11-12=-3278/1468, 4-12=-3278/1468,4-13=-3358/1510, 13-14=3358/1510, 14-15=-3358/1510, 5-15=3358/1510, 5-6=-1924/1024 BOT CHORD 2-9=-1466/3246. 9-16=-1510/3358, 16-17=-151013358, 8-17=-1510/3358, 8-18=-151013358, 7-18=-1510/3358 WEBS 3-9=-54/766,4-7=-1040/809, 54=-1601/3552 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-secend gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Ops1; h=15R; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwnent with any other live loads. 5) ' This truss has been designed for a live load of 20.01on the bottom chord in all areas where a rectangle 3-6L0 tall by 2.0.0 wide will fit between the bottom chard and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=952,2=765. 7) "NAILED" indicates 3-1 Od (0.148"x3') or 3-12d (0.148"x3.25") lee -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated joad(s) 2201b down and 3161b up at 7-0-0 on top chord, and 3751b down and 1421b up at 7-0-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 t.Jniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 2-6=20 ♦ ♦♦♦♦``JSR'P No 22839 '9 A F '11S 10 N A`1 eN Walter P. Finn PE No.22839 Iii USA, Inc. FL Carl 6634 6904 Parise East Blvd. Tampa FL 33610 Date: November1,2019 ®WARNING -Verify design parameter and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PACE Mli rev. IMM015 BEFORE USE.sissis Design valid for use only with MiTek® connectors. This design Is based only upon parmeters shown, and is for an individual building componen4 not my 12' a hues system. Bar.. ad, Me buibing designer must verify 09 applicability of design parameters and properly incorporate this design Into No overall buildingdesign. Bracing indicated is to prevent buckling of individualtmss web andlor chord members only. Additionaltemporaryendpermanentbmong MiTek' Is always required for stability and to prevent collapse with possible personal injury and prapedy damage. For geneml guidance retarding the fabrication, storage, delivery, erection and bracing of tri and muss systems, see ANSVTPI1 Quality CHNals, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Saleylnlormaflon wettable from Truss Plate lnsbtdo,218 N. Lee Si Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type ry ly 8543288 2141219-GROIA-DUNN 06 Half Hip Girder 1 1 Jab Reference (optional) guilders Fautimmco. Fart Piece, FL W945 Kbi Ili tlaD 11Zulu YnnC tll6U a JIM It Zile MllealaddeNea, I= MNU IUY:fb:sdL lbi Yag.[ a ID:ibVR7WFbGVcNjKrW3JK6Wgz8k98-9vbMSIGr1EXmNC46MuWRASJD9A2cl_IFlyPOeMyNd2d LOC.D CASE(S) Standard Concentrated Loads (lb) Vert 3=196(F) 6=-71(F) 9=375(1s) 5=-162(F) 10=134(F) 11=134(F) 12=134(F)13=-134(F) 14=134(F) 15=134(1`)16=63(F) 17=63(F) 18=-63(F) 19=63(F) 20=-63(F) 21=63(F) ®WARNING- Verilytlesign perameters and READ NOTES ON MIS AND INCLUDED Mini REFERENCE PAGE M➢1473 rev. l"at 11 BEFORE USE Design valid for use only wish KIC ek9 conneaors. Innis design Is based only open paremadve shown, and is for an individual building campanent, not m� a Imss system. Before use, the building designer must verify the applicability of design parameters and potbelly Inscrutable this design into the overall buAdingdesign. Bracing Indicated is to prevent buckling of Individual buseweb and/or chord members only. Additionallemporaryandpevoanivita cing MiTek' is always required farstabilb ind to prevent collapse with possible personal injury and property damage. For general guldance regarding she fabdwtian, storage. delivery erection and braong ofbusses and lmss systems. see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 69W Parke Fast Blvd. Saletyinforma ian avalable tram Trues Plate InsbtNe, 218 N. Lee awns. Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Jo N55 rus5Type l]ly T18563289 2141219.GROZA-0UNN HJd Diagonal Hip GlNer 2 1 Job Reference (optional) Builtlers Firsts..., FOtl Piece, FL 34945 Run: 8.34US Feb II 201B Freia.24U a inzr zU18 No I sl( IndusNes. Inc. rn Nov IUv29:ad 3UIv Yagel •ID:ibVR7 WFLbGVcNjKr W 3JK6 Wgz8k98.BvbM51Gr1 EXmNC46Mu W hA5JM6zslgAUFlyPOeMyNd2d -1-5-0 5.7-2 1S-0 I 5.7-2 Scale =1:14.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ved(LL) -0,04 2-4 >999 361 IAT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.09 2-4 >712 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horl -0.00 3 Na Na BCDL 10.0 Code FBC2017lrP12014 Matrix-P Wind(LL) 0.00 2 — 240 Weight: 191b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=142/Mechanical, 2=30210-10-15, 4=52/Mechanical Max Ho z 2=124(LC 4) Max Uplift 3=111(LC 8), 2=149(LC 4) Max Gnav 3=142(LC 1), 2=302(LC 1).4=104(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Sheathed or 5-7-2 cc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Ind bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoint(s) except Qt=11b) 3=111, 2=149. 6) 'NAILED" indicates 3-10d (0.148NX) or 2-12d (0.148'x3.25•) toenails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD. CASE(S) Standard 1) Dead +Roof Live (balanced); Lumber Increase=1.25, Plate Increase=135 Uniform Loads (plp Vert: 1-3=70, 2-4=-20 Concentrated Loads (lb) Vert: 5=94(F=47,B=47) \\I I I I I1111', �� %% 0-� ER • P F/yy i�i. �. LENS' No 22839 3 F$ OF :4/Z i Z F O R'i� p CjN i�NIONAj11E Walter P. Finn PE No.22839 Mlfek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date; November 1,2019 ®WARNING -la nlydesimpmemeame andR£AD NOTES ON THIS MD INCLUDED MITEKREFERENCE PACE MOJ<xl rev. 101102R014BEFOREUSE. ��®® Design valid far use only with MITELB connechols. This design Is based only Won parameters shown, and is form individual building component, not a buss system. Before use, the budding designer must verify the amismilifyof design parameters and properly Incoryoate this design Their. overall building design.Brad, indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bating MiTek' s always required for stability and to prevent collapse with possible personal injury and pmpary damage. Forgermliguldanceregakingthe fabrication, storage, delivery, erection and bmi of busses and buss systems, see ANSUTPII Qualliy CNfeda, OSS-69 and BCSI Building Component 6904 Parke East Blvd. Smalyinlormmen available fmm Tmss Plate Institute, 218 N. Lee sheet, Suite 312, Alexandria, VA 22314. Tampa, R 36610 Job Truss Truss Type Cry Ply 0563290 21d1219GR07A-0UNN HJT -MSSW Nip G'uder 6 1 Job Reference (,Pb ... 1 Bi FastSource. FM Piece, FL sagas Bum aloe is rep 11 zma ranv e.zaa s ate zf zpaa rates mauamea, me rn rvuv i - - rye I ID:ibVRTV6bGVcNjKrW3JK6Wgz8k98-g59kl5HTnYfc_MflvclWIMQNAe2%PPM08aAoyNd2c -i-5-0 6-2-9 fli t 1-SO S-2-9 4.74 Scale =121.1 Io 3.4 = NAILED NAILED - NAILED 3.6 =5 52-9 4-74 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50, Ved(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC. 0.46 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 ' t Rep Stress Incr NO WB 0.41 Hor2(CT) 0.01 6 nla n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-SH Wind(LL) 0.03 6-7 >999 240 Weight: 41 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Iblsi2e) 4=161/Mechanical, 2=511/0-1D-15, 6=340/Mechanical Max Hom 2=194(LC 4) Mast Uplift 4=137(LC 4), 2=228(LC 4), 6=126(LC 8) BRACING - TOP CHORD Sheathed or 6-0-0 oc purtins. BOTCHORD Rigid ceiling directly applied or 9-0-15 oo bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=878/309, 8-9=8561330, 3-9=-813/318 BOT CHORD 2-11=-415/814, 11-12=.415/814, 7-12= 415/814, 7-13=-015/814, 6-13=-415/814 WEBS3-7=0/260, 3.6=8631440 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except at -lb) 4=137,2=228,6=126. 6)'NAILED' indicates 3-10d (0.148x3') or2-12d (0.148x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the "as are noted as front IF) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 2-5=-20 Concentrated Loads (Ib) Vert: 8=94(F=47, B=47) 10=-97(F=-49, B=-49) 13=-36(F=-18, B=-18) ` F i wa No 22839 aw 9�: OF :4�Zi ig4e�� ,� p'I-.S'0 N A„' Walter P. Run PE No.22839 MTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING-Venydeslgnpaameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENOE PAGEMbT4T9 row. M32015BEFORE USE Design valid far use only with MiTpk9 connechia. This design is based only upon parameters shown, and is for an individual building component, not - � a truss system. Before use, me building designer must very Ne applicability of design parameters and properly incorporates this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional tempi and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of mssea and Wsssystams,see ANSI?P110uality Criteria,DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safeyleformatlon available from Truss Plate Institute, 218 N. Les Sbeet, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job N55 N55 fee Qly ply T18543291 2141219C0RCQA-DUNN K1 Roof Special 1 1 Job Reference (options]) Builders FirstSource, Fort Piece, FL 34e46 hurs p - n- aa n—vu., ini r'i — i vu.Z5.55 26 isFaye, ID:ibVP,7W6bGVcNjKrW3JK6Wgz8kgB-g5gklSHTnYfc MflvclwilrZVNB?NkPMc8aAoyNd2c 4-1-0 7-68 10-10-0 15AO-0 4-1.0 3-0-e 3-0-B 54F0 4x6 = 5.n0 12 Sdale:3/87=1' axe — ST1.6x8 STP = ST1.5x8 STP = 6.8 = 7.5-8 15-10-0 7-5-B I 8.4.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ude9 Ln PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ved(LL) -0.10 6-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Ved(CT) -0.20 6-7 >912 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Hoa(CT) 0.02 6 Na Na BCDL 10.0 Code FBC2017frP12014 Mabix-SH Winil 0.02 7 >999 240 Weight: 941b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except' 1-8.": 2x6 SP No.2 REACTIONS. (Ib/size) 8=69210-7-0, 6=69210-7-0 Maz Hoa 8=29(LC 16) Max Uplift 8=-236(LC 12), 6=-245(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=744/478, 3-4=746/485 BOTCHORD 7-8=-500/674,6-7=550/768 WEBS 2-8=-809/575, 3-7=133/342, 4-6=-845/619 BRACING - TOP CHORD Sheathed or6-0-0 oc purlins, except end vedicals. BOT CHORD Rigid ceiling directly applied or7-10-7 no bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCOL=S.Opsf; h=15ft; Cal. II; Exp C; End., GCp=:0.18; MWFRS (envelope) and C-C Extedor(2) 0-2-12 to 4-1-0, Intedor(1) 4-1-0 to 7-5-8, Exterior(2) 7-5-8 to 10-10-0. Interior(1) 10-10.0 to 15-7-4 zone; Cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 001=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in at; areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to beading plate capable of withstanding 100 In uplift at joint(s) except at -lb) 8=236,6=245. LOAD CASE(S) Standard No 22839 TA OF i ,�NA' ECG♦♦♦ Walter P. Finn PE ND.22039 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING-Vany design parameter and READ NOTES ON MIS AND INCLUDED Mn£K REFERENCE PAGE 11111-7473 rev. 10,113rz015 BEFORE USE Design valid for use only with Mill connectors. This design Is based only upon parameters shown, and is form individual building component, not a buss system. Before use, Me building designer must verify Pe applicability of design parameters and propedy incorporate this design into Me overall building design. Bracing Indicated is W prevent buckling of Individual ends weband/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent callepse with passible personal Injury and property damage. For general guidance regarding the faimaation, storage, delivery, erection and bracing of busses and Was systems, see ANSUTPI1 Quality Criteria,DSe-89 and Bear Building Component 69N Palle East Blvd. Sareylnrprmaepn available from Tmss Plate Institute, 218 N. Lee Sbee4 Suite 312, Alexandria, VA'22314. Tampa, FL 36610 Job Truss Thusi ryply TISR3292 2141219-GROIA-0UNN K2 Roof Special 1 1 Job Reference (optional) Builders FirslSource, Fort Piece, FL M945 Ron: 8.240 s Feb 112019 Pnnb 8.240 a Jul 272019 MITek Industries, Inc. No Nov 109:30:002019 Page 1 ID:ibVR7 W 6bGVCNIKrW 3JK6 Wgz8k98-81j7 W R15YmTcW EUTJZ9F WOhfnVH11 CYbGu7jEyNd2b 2-1-0 I 7-1-0 t 10-0 12-10-0 I 15-10-0 2-1-0 5-0-0 0-s-0 SO-0 34)-0 4x6 44 = Scale =1.31A STlZx8 STP = JAe ST1.5xS STP = 6x8 = 7-1-0 7-10-0 1510-0 7-1-0 0-9-0 81 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ved(LL) -0.09 7-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.20 7-8 >940 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(CT) 0.02 7 n!a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-SH Wind(LL) 0.03 7-8 >999 240 Weight: 931la FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except' 1-10,6-7: 2x6 SP No.2 REACTIONS. (lb/size) 10=69210-7-0, 7=69210-7-0 Max Herz 10=43(LC 13) Max Uplift 10=-230(LC 12), 7=-240(LC 13) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(lb) or less except when shown., TOP CHORD 23=793/525, 34=674/547, 4-5=-793/525 BOT CHORD 9-10=474/546, 8-9=-416/674, 7-8=555f740 WEBS 2-10=798/647, 5-7=883P06 Sheathed or 5-9-5 oc purnns, except end verticals. Rigid ceiling directly applied or 7-9-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl.. GCph:0.18; MWFRS (envelope) and C-C Extedor(2) 0-2-12 to 2-1-0, Interior(l) 2-1-0 to 7-1-0, Exterior(2) 7-1-0 to 12-10-0, Interior(1) 12-10-0 to 15-74 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 list bottom chord live load noncencumenlwith any ether live loads. 5) ' This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except (jl=1b) 10=230,7=240. LOAD CASE(S) Standard �p,I%%ISR rP/F� E IV'* No 22839 X *: 9 :* i Z '��'0: .<Og10P:N NAt- Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING- Verilydoal9aparamefevaod READNOTES ON THISAND INCLUDED MITFXREFERENCEPAGEMI}7473 mv, l"11/1015BEFOREUSE. Design valid lonesomely with lin tak® connectors. Tais design Is based only upon pommaters shown, and Is for an IndMdual building component, not a buss system. Before use, the building designermustvedfythe applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor choul amenities anly. Additmal temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage,delivery, erec9an and bracing of homes and tmss systems. see ANSMif Duties,Cryan, DSE49 and SCSI SuildIng Component 69W Parka East Blvd. Salety Information walla ble from Truss Plate Institute, 218 N. Lee Si Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jo toss mss Type Oly Ply T18543293 2141219 ROZA-0UNN K3 16p 1 1 Job Reference o genet 3494s rem:nl4u s r eo 11 LulB inane n.[wsam ZI ZVI I Ml l eft mausmes, Inc. rn nov I viV6VW'V I v rgeI ID:ibVR7 W6bGVcNjKrW 3JKB Wgzek98.8Ij7 W RISYrnTCW EUTJZ9F W OfHnVFIOmYbGu7jEyNd2b 6.00 112 ST1.Sxe STP = 3x6 It Ass = 4x6 = Scala=1:28.2 ST1.6xBSTP = 3x6 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177FPI2014 CSI. TC 0.62 BC 0.56 WB 0.27 Malrix-SH DEFL. in Vert(LL) -0,11 Vert(CT) -0.18 Hoa(CT) 0.01 Wmd(LL) 0.10 (loc) Vdefl 5-6 >999 5-6 >998 5 n/a 5-6 >999 Lid 360 240 Na 240 PLATES GRIP MT20 2441190 Weight: 781b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or4-11-11 ac puriins, except end vedicals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. WEBS 2x4 SP No.3 *Except* 1-8,4-5: 2x6 SP No.2 REACTIONS. (Ib/size) 8=692/0-7-0, 5=692/0-7-0 Max Horz 8=63(LC 13) Max Uplift 8=213(1_C 9), 5=-218(LC 13) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-881/687, 2-3=-7531714, 3-4=-900/677, 1-8=662/584, 4.5=.617/555 BOTCHORD 6-7=495f753 WEBS 1-7=-476f707,4.6=2961559 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 `�II11111//11j pending. event de equate drainage to lbottom live load live loads. 4) This rWssdhas been designed fforra 10.0 j. �,'(ER P. F/ /��, pal chord nonconcument with any other 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas a rectangle 3.6.0 (all by 2-0-0 wide `` •� G where fit between the bottom `��` .�P: E AI S'•ti'L �, F•'•• will chord and any other members. i 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joint(s) except Ut=1b) No 22839 8=213,5=216. LOAD CASE(S) Standard O:• A F : �IC7` (2 �% Walter P. Run PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa R-33610 Date: November 1,2019 ®WARNING -Verily design panmefan and BEAD NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7413 mi, 1"MOIS BEFOREUSE. Design valid far use omy with Mri.l ccheerers. This de9gn is based only upon parameters shown, and Is for an hdMdu9 bulding Component not a truss system. Before use, the building designer must very Ue applicability of design parameters and properly incpmorete Nis design Into me overall buildingdeslgn. Bracing indicated is to prevent buckling of Individual truss web driver chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and prapedy damage. For geneal guidance regarding the fabrication,storage, deWery, emNon and bradng o(WssesaM Wss systems, see ANSI1TPI1 Quality ouMada,DSB-89 and ii Sufldlne Component 6904 Pale East Blvd. Safetylnformsel walable from Truse Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, R 36610 Job ruse ruse Type Dry Ply 1- T18543294 2HH219GRO2A-0UNN 4 Hip 1 i Job Reference (optional) Builders FIrdSource, Fort Piece, FL 34945 all axis 5.00 12 3x4 4x = 2 3 4 ST1.5x8 STP = 3.6 II Scale=1:27.7 ST1.Sx8STP = 3.6 II 3-0-0 11-101 15.101 3-1-0 8-9-0 4.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.11 7-8 5999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.24 7-8 >778 240 BCLL 0.0 - Rep Stress Incr YES WB 0.30 Hoa(OT) 0.02 6 rda n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix-SH Wind(LL) 0.03 7-8 >999 240 Weight: 83 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Excxi 1-9.51 SP No.2 REACTIONS. (Ib/size) 9=692/0-7-0, 6=69210-7-0 Max Ham 9=-06(LC 13) Max Uplift 9=-244(LC 9), 6=-234(LC 8) BRACING - TOP CHORD Sheathed or 5-9-2 oc putting, except end verticals. BOTCHORD Rigid ceiling directly applied or 61oc bracing. FORCES. (lb) -Max. CompJMiax. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=799/573, 2-3=706/578, 34=-843/697, 4-5=961/687, 1-9=695/526, 5-6=-673/534 BOTCHORD 7-8=-804/1059 WEBS 3-8=-037/431, 3-7=296/293, 1-8=-070/747, 5-7=-4721788 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; SCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This tress 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift at)oint(s) except Ut=lb) 9=244,6=234. LOAD CASE(S) Standard ``j1111111111'r No 22839 I. 0ii ...eSS'O Walter P. Finn PE ND.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING-Varl design parameters and BEAD NOTES ON MIS MD INCLUDED MITER REFERENCE PAGEMO-703 ay. 100320f5 BEFORE USE Design vi farads only will, Mme69 connecmrs. This design is based only upon parameters shown, and Is for an hdivdual building component at a truss system. Before use, the building designer must wmi the apaiwbllity of design paramefere and property imurpoate Nis design into the overzll building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chand members only. Additional temporary and permanent bating MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, coal erection and bradng oftmsse, and Imes systems, see ANSIVITH quality Crlterla,DSB-89 and BCSI Building Component 69N Parke East Blvd. Safely Infumnallon available from Truss Plate Institute, 218 N. Lee Si Suite 312, Mormon, VA 22314. Trans.. FL 36610 Jo Truss mssType Oly Ply T185 3295 2141219-GROZA-0UNN K5 Hip Girder 1 1 Job Reference (optional) thunders ruawaurco. ran new, rL aaeao Scale = 1:37.3 NAILED NAILED NAILED 5x8 5.00 12 NAILED NAILED NAILED 2x4 I NAILED NAILED NAILED 5x8 = ST1.5x8 STP = 17 18 19 - 20 21 22 ST1.5x8 STP = 2x4 NAILED NAILED 5x8 = NAILED NAILED NAILED 2xI I 3x6 = NAILED NAILED NAILED NAILED 3x6 = 4Ap I 6dA me 16-9-0 20.9-0 � enfl 6-0-8 4-0.0 Plate Offsets (X Y)— 13:0-5-12 0-2-81 15:0-5-12 0-2-8] 19:0-4-0 0-3-01 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc)/dell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.52 Vert(LL) 0.25 9 >963 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.36 9-10 >666 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.07 6 n/a Na BCDL 10.0 Code FBC2017fTP12014 MatdxSH Weight 91 be FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Excepr 3-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=1256/0-8-0, 2=1256/0-8-0 Max Horz 2=-43(LC 28) Max Uplift 6=-590(LC 5), 2=-590(LC 4) BRACING - TOP CHORD Sheathed or3-6-11 0o Putting. BOTCHORD Rigid ceiling directly applied or 5-11-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1g) or less except when shown. TOP CHORD 2-3=-247111127, 3-11=3789/1884, 11-12=3788/1884, 12-13=-3788/1884, 4-13=-3788/1884,4-14=-3788/1884, 14-15=-3788/1884, 15-16=-3788/1884, 5-16=-3789/1884, 5-6=-2471/1127 BOT CHORD 2-10=-961/2195, 10-17=-955/2209, 17-18=-955/2209, 18-19=-955/2209, 9-19=955/2209, 9-20=-968/2209, 20-21=-968/2209, 21-22=-968/2209,8-22=-968/2209, 6-8=-974/2195 WEBS 3-10=0/325, 3-9=882/1669, 4-9=-065/559, 5-9=881/1669, 5-8=0/325 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonco icurrent 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 to uplift at joint(s) except 0t=lb) 6=590, 2=590. 7) "NAILED" indicates 3-10d (0.148"x3') or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-5=70, 5-7=70, 2-0=-20 Concentrated Loads (Ib) Vert. 3=43(B) 5=43(13) 10=24(B) 9=16(13) 4=39(B) 8=-24(B) 11=-39(B) 12=-39(B) 13=39(13) 14=-39(B)15=-39(B) • 16=-39(B) 17=-16(B) 18=-16(B) 1 9=-16(B) 20=-16(B) 21=-16(B) 22=-16(B) %G E N,g' No 22839 i T..09�5OF Z4e` ,fills NA� �?\%\\ Walter P. Finn PE No.22839 MiTek USA, Inc. FL Deft 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November1,2019 ®WARNING -vary dea gn pramaters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE 1WI.7473 rev. IMM015 BEFORE USE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a Wss system. estate use, the C king designer must verify the applicability of design parameters and property incorporate gds design into the overall buildingdesign. among indicated is to prevent touching ofircmdual truss web endforchord members only. Additional temporary and permanent Imung MiTek' Nitwit, recumad for stablBy and to prevent wllopse with possible personal injury and property damage. Far general guidance regarding the fabrioaban, storage, deWery,erection and threats, of Uusses and Wss systems. see ANSD'TP11Qullty Crlteda,DW49end8CiBuilding Component 6904 Palle said mvE. Saferylnlormz0on available from Truss Plate Institute,218 N.Lee Street Suite 312, Alexandna,VA22314. Tampa, R. 36610 Job I buss buss ype ry y T18593298 2141219-GRO2A-DUNN L1 Hip Girder 1 1 Job Reference o tonal Bundlers FlrslSource, Fort Piece, FL slats Run: 3$40a Feb 112019 Print: 8.240 a Jul 272019 MiTek Industries. Inc. Fit Nov 199:30,022019 Pagel I�7IDibVRN6bGVcNjKW3KOWgz8kg8ggtx6JM4TIBrpObbdKxT4haD4mzWaNEn7yNd22 6-0-6 310 9511 1331 31I-0 0-3-3 <0-0 31 0 2-2-1 .5 l 3.39 12 NAILED alias = NAILED NAILED NAILED 4x6 =NAILED Scale=1:27.1 ST1.5xB STP = 2x4 I NHILhU 3x4 = 3x4 = 2x4 11 ST1.5x8 STP = 3x4 = NAILED NAILED NAILED NAILED NAILED 3x4 = NAILED LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [net NO Code FBC20171TPI2014 CSI. TC 0.25 BC 0.41 WB 0.07 MaMxSH I DEFL. in Ve 1(LL) 0.05 VenfiCT) -0.07 Horz(CT) 0.03 (lac) I/dell L/d 11 >999 240 11 >999 240 7 Na n/a PLATES MT20 Weight: 62 to LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Sheathed or 4-5-7 Go pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied Or 7-0-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=921/0-8-0, 7=92110-8-0 Max Hoa 2=54(LC 31) Max Uplift 2=-056(LC 8), 7=-456(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1605/802, 3-13=-1478/823, 4-13=1437/801, 4-14=1403/791, 5-14=1403/791, 5-15=1437/801, 6-15=-1478/823, 6-7=1605/802 BOT CHORD 2-12=-708/1403, 12-16=.705/1409, 11-16=-705/1409, 11-17=.702/1403, 10-17=-702/1403, 10-18=-669/1409, 9-18=669/1409, 7-9=-673/1403 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;.Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh, h=15fp Cat. II; Exp C; Encl., GCpi=0.1$ MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0paf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except 61=11b) 2117=456. 7) "NAILED" indicates 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, (Gads applied to the face of the truss are noted as front (F) or back S). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increaseiii Uniform Loads (plf) Vert: 1-3iii 34=-70, 4-5=70, 5-6=-70, 6b=70, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-100(B)5=-100(B)11=-32(B) 10=-32(B) 13=-48(B) 14=-90(B) 15=-48(B)16=-18(B)17=-29(B) 18- 18(B) GRIP 2441190 FT = 20% 11 J♦♦♦P�jq iP rF/yly ♦ �� E NSF No 22839 ei Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING- Vedfydeslgnpammelen and READ NOTES ON THISANO INCLUDED MTTEKREFERENCEPAGEMII.1472m, IWMO15 BEFOREUSE. aaaaaa Designvah0foruseanry wan %,rakeconnectors. Ties design is based only upon parameters shown. and is for an indivdual building cmnFarmai not a wss system. Before use, me buiMng designer must verify me appricaladity ofdesign parameters and properly incoryoate Nis design into me overall building design. Bracing Indicated is to prevent buckling of individual Wss web motion chord members only. Additions temporary and permanent bmdng MiTek' is always insured for sUbility and to prevent collapse Mm passible personal injuryand property damage. Forgenmal guidance regaNing the fabrication, stage, deMery,erection and bracm, of ".a. and truss systems. see ANSOTPIt Cat Creeds, DSB-99 and SCSI Building component State Parka East BIM. SafeWholeamran n, available from Tmss Plate tnstfd., 218 N. Lee Steet, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 o Truss ruse Type ry ly T1a5 3297 2141219-GR07A-0UNN M1 Common Girder 1 1 Jo b Reference o Bonal Burden Faslsou¢e, FOR Piece, FL 34945 Run: 8.240 a Feb 112019 PMC 8.240 s Jul 272019 MTek IMusbiea, Inc. Fri Nov 109:30.02 2019 Page 1 ID:ibVRT6bGVcNjKrW3JK6Wgz8k98-0ggbr6JM4T1BmOWXbdKxT43aH muQ22NEn7yNd2Z 3.3-a Si 2$d9-8 i .. 33 B axis _ 5.00 12 HW26 oxa - 33.6 5-9-e I Ni 26-0 Scale=1:31.1 Plate Offsets (X V)- [5:0-2-004-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 5-6 >999 360 MT20 244/190' TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 5.6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.39 Hom(CT) -0.00 4 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Mai Wind(LL) 0.01 5-6 >999 240 Weight: 531b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 "Except" 1-6,3-4: 2x6 SP No.2 REACTIONS. (Itesize) 6=1873/0-3-8,4=1456/0-5-8 Max Hoa 6=38(LC 8) Max Uplift 6=559(LC 8), 4=-538(LC 8) Max Grav 6=2006(LC 2), 4=1456(LC 1) FORCES. (Ib)-Max. Comp.IMax. Ten. -All forces 250(I1h) or less except when shown. TOP CHORD 1.2=643/218, 2-3=-635/225, 1-6=880/296, 3-0=11311390 WEBS 2-5=163/347, 1-5=244/791, 3-5=333/1002 BRACING - TOP CHORD Sheathed or 5-9-8 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsh, h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and night exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) "This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift atjoint(s) except 0t=1b) 6=559,4=538. 6) Use Simpson Strong -Tie HTU26 (20-16d Girder, 14-10dxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max. starting at 0-6-12 from the left end to 2-6-12 to connect truss(es) G2 (1 ply 2x4 SP) to front face of bottom chord. 7) Use Simpson Strong -Tie HTU26 (20-10dx1 112 Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent at 4.6-12 from the left end to Connect buss(es) G5 (1 ply 2x4 SP) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=135, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-3=70, 4-6=20 Concentrated Loads (Ib) Vert: 7=979(F) 8=-972(F) 9=-899(F) O�OPV'ISR P. ENi Z es F�iy �ii No 22839 3 r4 OF :�41 00 4 0NA� E���e� Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ® WARNING -Verify dosign pammefov and READ NOTES ON MIS AND INCLUDED Mri REFERENCE PAGE MIId473 mv. 1DPo.V2d1S BEFORE USE Design valid for use only with MiTeka scr nemdm. This design Is based only upon parameters shown, and Is for an Individual budding component not a Wss system. Before use, the building daeienef must writ, the app6ceblay of design parameters and property incorporate this design into the overall buildingdesign. Bracing indicated is W prevent buckling of individual those web and/or chard members only. Millions? temporary and permanent bracing MiTek' Is always required for A0birity and to prevent collapse with possible persanal Injury and property damage. For geneml guidance regarding the fabrication, storage. deliver,emodon and bracing of trusses and truss systems. see ANSWPII Quality Cments DSB-89 and BCSI Building Component 6504 Parke East Blvd. Safety Information available from Those Plate Institute, 218 N. Lee Smi Scala 312, Alexandria, VA 22314. Tempo, FL 36610 Jo mSS Truss Type Oty Ply T18543298 2141219-GR02A-DUNN V1 Valley 2 1 Job Reference (optional) Buildere Firstsource, Fort Piece, FL 34945 Run: 0.24Da Feb 112019 Print 0.24D a Jul 272019 MiTek Industries, Ina Fri Nov 109;30:022019 Pagel IDibVR7�W6bGVWjKrW3JK6Wgz8k9a4ggtx6JM4T1 BrpOtb1,bdKxT33aG3my4r2aNEn7yNd2Z 18-3-8 8-341 2x4 II 3 6 4 2x4' 2x4 2x4 Scale =1:21.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) ma - me 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matriz-SH Weight: 30 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=l l5/8-2-14, 4=148/8-2-14, 5=402/8-2-14 Max Hot 1=172(LC 12) Max Uplift 4=78(LC 12), 5=-21 O(LC 12) FORCES. (lb) - Max. CompdMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-285/116 WEBS 2-5=331/517 BRACING - TOP CHORD Sheathed or6-M oc pedins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD1-=5.0psf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-9-1 to 6-9-1, Intenor(1) 6-9-1 to 8-1-12 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001le uplift atjoint(s) 4 except (jl=1b) 5=210. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASES) Standard `` PVIER P. i No 22839 F •.. O R \ P ���• Walter P. Firm PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November1,2019 ®WARNING -Verify all pammefera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7475 rev. 1UM015 BEFORE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the budding designer must verity the applicability of design parameter and property incorporate We design into the overall bulon,design. Smang indi atki is b prevent bucking of Individual leas web andforchord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with Possible personal injury and property damage. Fergenealguidanceregardmgthe fabrimhon, storage, team , erection and bating of Where and truss systems. see ANSUTP11 Duality emend,DSB-39 and BCS1 Building Component 6904 Parka East BIW. Safeylnfonnaflon available from Truss Plate Ireland, 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 36610 Job N55 Ns5 yP¢ Diy Ply Tiled 3299 214121&GROZA-DU V2 Valley 3 1 Jab Referenceo tionalNN Builders FlrstSource, Fad Piece, FL M945 Run: 8.240a Feb 112019 Pdnb 8240 a Jul 272019 MITek Industries, Inc. Frl Nov 1 09:30:02 2019 Page ID:ibVR7W6bGVcNjKrW3JK6Wgz8k984ggtx6JM4T1 BrpOtbkbdKxTvgaApm T2aNEn7yNd2Z 4d-3-8 6-3-8 2x4 2x4 II z 2x4 = Style -1:17.0 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (toe) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) Iva - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Ved(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 n/a file BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 21 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Iolsize) 1=243/6-2-14,3=243/6-2-14 Max Hom 1=126(LC 12) Max Uplift 1=74(LC 12). 3=-127(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-214/347 BRACING - TOP CHORD Sheathed or2-2.0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or W-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psQ BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chard bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 3 considers parallel to grein value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1 except Qt=lb) 3=127. LOAD CASE(S) Standard %0IIIIIIIIIIIII �%%%,O... - F/4y.i No 22839 44/ tt, ZORIV... uyrl� �. SS/ONAIb SW'0' Waiter P. Finn PE No.22839 MITek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING- VeHydeslgn Pam,neiers and READNOTES ON THISAND INCLUDED MITO(REFERENCEPA6EMII-7473m, 10/01r1013 BEFORE USE. Design valid for use only duar MifeAd connectors. This design is based only upon parameters shown, and 6 for an Individual bulding componen4 not a buss system. Before use, the building designer must vn Ne applicability of design parameters and prepedy incomamte Ws design into Pe overall V buildingdesign. Bracing Indicated is to prevent buckling of indMdual Wss web endlor choN members only. Additional temporary and permanent bracing MiTek' is ahrays required for stability and to prevent collapse with possible summand injury and pmpedy damage. Forgeneml guidance regardng the fabrication,storage, delivery, erection and brs<ing o/busses and buss systems, see ANSETPH Quality Criterie,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salerylnyomnagon avaH.Nehom TNss PI.Wln58We,218N.Lee Stre LSUW312,MI.ndda,VA=314. Tampa, FL 36610 Jab TrDss Truss Type b Ply T18643300 2141219-GFOZA-0UNN V3 Vaeey 3 1 Job Reference o tional Barriers I'muSou se, Fart Piety, FL 34945 2x4 i ID:0VR7W6bGVcNjKrW3JK6Wgz8k98-YtOF8SK rm92Tzz38S6st8ODl_bBVM7HE6nJZyNd2Y 2.4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (roc) Your L/d TCLL 20.0 Plate Grip DOL 125 TC 0.35 Vert(LL) Na - n/a 999 TCDL 15.0 Lumber DOL 125 SC 0.23 Ven(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 n/a Na BCDL 10.0 Code FBC2017fTP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP NO3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=153/4-2-14, 3=153/4-2-14 Max Hoa 1=79(LC 12) Max Uplift 1=47(LC 12), 3=-80(LC 12) FORCES. Qb) - Max. CcmpJMax.Ten.-Allforces 250(I1b) or less except when shown. Scale=1:11.6 PLATES GRIP MT20 244/190 Weight: 14 lb FT=20% BRACING - TOP CHORD Sheathed or4-3-Soc pudins, exceptendveriicels. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chard hearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSUfPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjohm(s) 1, 3. LOAD CASE(S) Standard JPIER eP. ��� .`` 3�.••�pENg yY'.� No 22839 ' '•XZ 4U • S �N� 0NA� �?���` Waiter P. Finn PE No.22839 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R.33610 Date: November 1,2019 ®WARNING-Veraydeslgn pammaran and READNOTES ON THISAND INCLUDED MIrEKREFERENCEPACENII-0473 rev. 1"=015 BEFORE USE. Design wild reload oNysMP MinddD mmesiors. Tins design is based im, upon parameter sbown, and is forms Pdmaual building component. not a buss system Before use, Pe building deal mmustveny Ore appGrabi4yof design parameter and popery ham,mate this design into the overall buildingdesign. Bradng intlimtetl is to prevent budkrig of Ndrvirival bussweDaMlortlwd members ony. AddNanaltempomryendpmmanentb.sing MiTek' IsalwaysmquoedforsMVLUyendtoprevenlmaapse o=Nepermn9iNW 2dpmprty amga. Forgeneroguidanmregarding Pe fabrication, storage, delvery, emoban and bratlng of cusses and Irusisystems. see ANSOTell oualiH Ciifeds, DS049 and BCSI Building Component 69W Parke East Blvd. salary leforma0on oversold from Tmss Rate InmMe, 218 N. Lee Street Smote 312, Nexandra, VA=314. Tampa, FL 36610 Job rust runs Type ty y T1850.1301 214t219GR07A-0UNN 4 VaOey 3 1 Job Reference (optional) Builders FirstSourm. Fort Piece, FL U945 Rms8.240s Feb 112019 Print8.240 a Jul 272019 MITeklodustries, Inc Fd Nov 109:30.032019 Pagel t ID:bVR7W6bGVcKjKrW3JK6Wgz8k99-Y(OFBSK_rm92Tzz38S6s1801U_eEVRj?HE6nJZyNd2Y 23A 2-341 2x4 i LOADING (psf) SPACING- 2-0-0 GSL TCLL 20.0 Plate Gnp DOL 1.25 TO 0.05 TCDL 15.0 Lumber DOL 125 BC 0.03 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20177FP12014 Matnx-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=63/2-2-14, 3=63/2-2-14 Max Horz 1=33(LC 12) Max Uplift 1=19(LC 12), 3=33(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -AM forces 250 (lb) or less except when shown. Sole =1v7.5 2x4 = DEFL in (too) /dell Ud PLATES GRIP Vert(L-) n/a - Na 999 MT20 2441190 Verl(CT) Na - n/a 999 Hom(CT) 0.00 me ma Weight: 6Is FT = 20% BRACING - TOP CHORD Sheathed or 2-3-8 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vosd=132mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft Cat. II; Enp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces S MW FRS for reactions shown; Lumber COL=1.60 plate grip DOL=1.60 2) Gable requires Continuous bottom chord bearing. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in as areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chard and any other members. 5) Bearing atjoint(s) 3 Considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atjoint(s) 1, 3. LOAD CASE(S) Standard \\\\\Illllll/!//I �ieR P. No 22839 Pcc R 1 O P,r'N Walter P. Finn PE No.22839 MiTek USA Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ® WARNING -V ily mrc9s, parmearm and READ NOTES ON Met AND INCLUDED SgIEK REFERENCE PAGE MBJQa mv. 101X1Q015 BEFORE USE. Design valid torus. mywith MneI<d wmeCars. lt8s design is based onlyupon parameters shown, and is form ina Hduai bu0ding campanent, not a puss system. Set.. use, the building designer must verily the appliabiety of design parameters and propedy lncm emte Ws design indo the overall buildingdesign. Bracingindicated is to prevenlW ng ofiMividuai Vuss web aM/or cboA membersonty Addition.Itempora,mapeormartbracing MiTek' Is always mouaed for stabi0yarl to prevent cahpso 1M1 passible aresrud injury and property surname. Forgenenlguidancereganingthe fabdoa6op moral, de0vey,erocgbn and bracing of pusses and Loss symems,see ANSIRPIf Quality Odrerla, DSB-09 and ECS/ Building Component 6991 Panne Fast Blvd. Saleylnlmmmon ava0able from Truss Plate losame, 218 N. Lee Speel Style 312. Alexandra, VA 22314. Tampa, FL 36610 N55 N55 ype Dry My 05 3302 IO 2161219-GR02A-DUNN 5 VALLEY 1 1 Job Reference (optional) guilders Fi stSoume, Fart Piave, FL M945 R d, 8240 s Feb 112019 Print 8.240 s Jul 272019 MTek Iedustrles, Inc FM Nov 109,30,03 M19 Page 1 - ID:ibVR7W6bGVcNjKrW3JK6WgzBk98-YIOF8SK m92Tzz38S6st80B6_Y4VRj7HE6nJZyNd2Y 5-7-8 8-38 SWe=1:22.0 4 3z4 i 3.6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.03 3 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.00 2 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) 0.00 n/a Na BCDL 10.0 Code FBC2017rrP12014 Mabix-P Weight: 301b FT=20% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=143/5-6-14,4-062/5E74 Max Horz 1=158(LC 9) Max Uplift 1=3(LC 12), 4=332(LC 9) FORCES. Ob) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-359/132, 2-4=d29/876 BRACING - TOP CHORD Sheathed or 5-7-8 cc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=5.Opsf; h=151F Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-11-6 to 6-11-6. Interior(1) B-11-0 to 838 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires Continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconwnenl with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 1 except 01=lb) 4=332. LOAD CASE(S) Standard 1111111111111111I ��� S\P •' C ENS' tit No 22839 cc OF :4u .( O R I O p �jN Walter P. Finn PE NU22839 MRek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 1,2019 ®WARNING -Verity design panmafam and RE/ID NOTES ON MIS AND INCLUDED MITFXREFERENCE PAGE MIF7473 rev. 1NO342015 BEFORE USE. Design valid for use only with MTeM connectors. This design is based a* upon parameters ameva, and Is for an individual building component, not a Voss system. Before use, the building designer must wily Pe app6wbAy of design parameters and proper bear,an to Nis design into the overall anhangdesign. Bracing iMimtN cite prevent buWitg oliMiridual truss webaMror chord members oNy. AddNonal temporary aM permanent bating MiTek' Is always rtyuired lorsfabitiy aiW to Dreventm9apsa vnlb posvtle persoial IMury aM pmperdamage. Forgamood guidarva ra,ming the fabrication, storage, delivery, erection and bratirg ofbacses and buss syslems,aee ANSUl ll Quality CNfer18, DSB-89 and DOW Building Camponenf not Pare East BNd. Solefy Intormallon available from Truss fiats InsbbAe, 218 N. Lee great. Suite 312. Alesendal VA M.14. Tampa, FL 36610 Job Imes lype city Ply T18543303 2141219-GROIA-0UNN V6 valey 1 1 Job Reference o 6Cnal Buildere F stboumed, FM Reae, FL Meals Run: U40 a Feb 112019 Print 8240 a Jul 272019 A&Tek Industries. talc Fd Nal 109.30:032019 Page l ^^ IO:iWR7W 6bGVcNjKrW3JK6Wgz8k98,YtOF6SKrm92Tzz38S6st8OHC—.OVRj7HE6NZyNd2Y 3x6 = scale =1:7.4 &W 12 ro d 2;4 0 24 ap-18 so-o 0- D 3-11b Plate Offsets(X,Y)— f2:0-3-0,Edge) LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.07 VerI LL) Na - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.13 Vet(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hoa(CT) 0.00 3 ma n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 10 to FT 20% LUMBER - TOP CHORD 2x4 SP No.2 DOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=112/3-10-13, 3=112/3-10-13 Max HOR 1=11(1_C 17) Max Uplift 1=39(LC 12), 3=-39(LC 13) FORCES. Ub) - Max. CompJMax-Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Sheathed or 4-"so pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0GO bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=5.Opsf; h=15ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 3. LOAD CASE(S) Standard J``P�I 1111111SR 1P-1 ��� per. V_ I ��GENS61.�L .: NO 22839 . ��•• Walter P. Finn PE No.22839 MRek USA, Inc. R. Cart 6634 6904 Padre Fast Blvd. Tampa FL 33610 Date: November1,2019 ®WARNING-V Tydesign panmelam and READ NOTES ON MIS AND INCLUDED M7FR REFERENCE PAGE Mll-7473 my.. 1"W015 BEFORE USE Design valid for use call, win ALTek9 cormeUars. This desgn is based a* open parameters spume, and is for an Individual Willing component, not ��- a Was system. Before use, be buading pledged, mustverity be appticabiity of dougn parameter antl properly inmeporate Otis design Mto be overall bubme,dimugn. BmWg ndipbdk bpreveNbuWbg of ntlivMual irusswebendlm Ned members oral,. Adtlitimal temporary end pemanent brating MOW Isalwaymqu'edfofsbbiftyandtopreventcoYapsevnnposvdepe�mluryandpm didamage. Forganeaiguidanceregammgne labncaacn, sbrege,dedvery,erececn and btatlrgofbussesaltl WssaVlams.see ANS&7Pl1 Quality Grooms,DSB-99 and BCS1 Building Component 691 Parke Fast Blvd. Se/dWhodmmaffon available from Truss Plate ln0dan.218 N. Lee Sbeel Suite 312, Abxam ria, VA 22314. Tampa. FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION _01 -1 3/ " Center plate on joint unless x, y are indicated. 6-48 dimensions shown in ft•In-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are In ft-in-sixteenths. 5Eoffsets Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, Is always required. See BCSI. 0-y16" c1.2 c2.3 2. Truss bracing must be designed by an engineer. For O WEBS Szr 4 m ry' O K u wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 2 a O 3. Never exceed the design loading shown and never slack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building c2-e cap cso F. For 4 x 2 orientation, locate designer, erection supervisor, property owner and all other Interested BOTTOM CHORDS plates 0- v+s" from outside parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/rPI 1. _ connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from `Plate location details available in MlTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/rPl 1. 59ftwafe of Upon request. NUMBERS/LETTERS. 6. Unless otherwise noted. moisture content of lumber shall not exceed 79% at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camberis a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to to or better than that specified. 13. Top chords must be sheathed or patios provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are In accordance with ANSI(TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, it no ceiling Is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter loos member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ,R 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSIlrPll: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent Safety Information, P Y ® 20. Design assumes manufacture in accordance with s Guide to Good Practice for Handling, �j ANSIrrPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10103/2015 Builder: Groza Builders Inc OnUne Job No: tectT Subdivision: DUNN RES Pick Ticket: Jurisdiction: Sales No: JAW O 6 711170 State: FL Acct No: Lot: N/A Ship Date: Permitting Department Model: DUNN RES Designer: Lai, John St. Lucie County Shipment: Roof AppWrtlobNo: 2141219 Elevation: Option: Al 1 Jnt-1 8.0 Jnt-7 8.0 Gravity: Uplift 15281bs -5311bs Gaviry: UPlift: 16251bs -581 lbs AID 1 1111-1 8.0 J11t-12 3.5 Gravity: Uplift: 1174lba 412lbs Gaviry: Uplift: 11741bs .3511bs A11 1 Jnt-18.0 Jnt-13 3.5 Gaviry: Uplift 1174lbs -396lbs Gravity: Uplift: 11741bs -389lbs Q2 1 Jnt-1 8.0 Jnt-8.0 Gaviry: Uplift 15301bs .5321bs G aviry: Uplift 35301bs -5321bs A3 1 Jnt-28.0 Jnt-3.5 Gravity: - Uplift: 1633Ibs -583lbs Gaviry: Uplift: 15361bs -535%b Q4 1 Jnt-2 8.0 Jnt-8 3.5 Gravity: Uplift 16331bs .583lb, Gaviry: Upl'4[: 35361bs -13516s AS 1 Jnt-2 8.0 Jnt-7 3.5 Gravity] Uplift: 163316s -5611bs Gravity: Uplift 3536165 -5141bs AG 1 Jnt-2 8.0 Jnt-8 3.5 Gaviry: Uplift 16331bs -5391bs Gravity: Uplift: 153616s 4931bs A7 4 Jnt-2 8.0 Jnt-11 3.5 Gravity: Uplift 1270lbs 47S Its Gaviry: Uplih: 11]21bs -366lbs AS 1 Jnt-18.0 Jnt-30 3.5 Gravity: Uplift 1174lbs 42616s Gravity Uplift: 1174lbs -36716s A9 1 Jnt-18.0' Jnt-10 3.5 Gravity: Uplift 11741bs 426lbs Gaviry: Uplift: 11741bs -367lbs B1 1 Jnt-1 8.0 Jnt-7 1.5 Gravity. Uplift: 1542Its 485It, Gaviry: Uplift 114216s -4841bs B2 1 Jrl 8.0 Jnt-9 1.5 Gaviry: Uplift: 1539 Ws -5221bs Gaviry: Uplift: 1538lbs -632lbs B3 1 Jnt-2 8.0 Jnt-8 1.5 Gravity: Uplift 31071bs -1348Ibs Gravity: Uplift: 32051bs -1415lbs C1 1 Jnt-2 8.0 Jnt-9 3.5 Gravity: Uplift: 1524lbs -5241bs Gaviry: Uplift 1427Ibs 461165 l --I C2 1 Jnt-2 8.0 Jnt-10 3.$ Gravity: Uplift: 15201bs .551 Its Gravity: Uplft 157616s .7431bs C3 1 Jnt-2 8.0 Jnt-9 3.5 Gravity: Uplift: 28]0165 -32441bs Gravity: Uplift: 3021 lbs -1335lbs CJ1 14 Jnt-2 8.0 Jnt-3 1.5 Jnt-4 lit Gravity: Uplift: 1591bs -1111bs Gravity. Uplift: 2216s -121bs Gravity. Uplift: I8165 0lb, Created: 11/12019 10:37 AM Version 4.1.8.1 Printed Out: 1111/201910:37 AM 1 Of 3 0 Builders FintSourc . Inc. 2002 vl N Ill N in in Vl L Y L g O Z .0 O L iY 2 is Ln i' _C YI L ;Y N i' .R L C L Y it ;Y in Z' K Z Y c c c c c c c c c c c c c - a_ a_ _ a__ __ 2e "_ __ �n -_ __ _ __ _ e OP A N n J N .O. .. .O. .O. .. vl L .0 VI ,`G Y O Z C O N 2 ;C vl ;C ul H N S L .. £ h L 't a O �' Y 'e$^� O S y_ L L O 2' :Y L Y i of L L Y r :Y M ,C L_ i L Y un L Y a W Z Y Z Z 'ems ei e� ei 'ems 'I A§ rl �� ei a ei �� ei A� M �� M ^� M A§ OJ W w L'G ma m� m� no'oo� ro mo qi, If M� M� mu mu M5 m5 q5 mG m� na, Ion c o. O Q _ _ 13 IV e o Y O k� i� O L :Y O L :r •i O Z 4Y in L x Ill O :r pp .S - e� Cp a ^� pC ._ _ e� OG •S - e� 00 a _ A� CO •i _ e� 00 •i - e� CO i e� 4G - A� M i _ e� 00 _ 'ems c0 (V N N r7 N U N N t� N U N U N lj N r7 N U N U N N t? N U N N U N to N C C C C C C C C C C C C C C C C C C C U C N md. M a 'J Ill O "J''i ei 6 G.N.. N G� M G� N N N N a �N M W ~ VI VI 1!1 N O ia Z oZ rl �� W �N �N �N �N O Z Q Z 7 J \ 7 O C7G LL20 a ' c o 0 2 z c d ado 0 M:5 _6 y 0a a L W N � N M 0 N Builder: Groza Builders Inc OnLine Job No: Subdivision: DUNN RES Pick Ticket: Jurisdiction: Sales No: _ State: FL Acct No: Lot: N/A Ship Date: Model: DUNN RES Designer: Lai, John Shipment: Roof AppWrtlobNo: 2141219 Elevation: Option: G5 1 Jnt-2 8.0' Jnt-7 1.5 Gravity: Uplift: 1017lbs -3471bs Gravity: Uplift: 918lbs .370 its G6 1 Jnt-2 8.0 Jnt-6 3.5 Gnviry: 7991 lbs Uplift:-7661bs Gravity: Uplifh 21361bs -9531bs H14 2 Jnt-2 10.9 Jnt-3 1.5 Jnt-4 1.5 Gravity: Uplift: 302lbs .150Its Gravity: Uplift: 141@s .112Its Gravity: Uplift: 103lbs 0ibs HJ7 5 Jnt-2 10.9 Jnt-6 1.5 Jnt-4 1.5 Gravity: Uplift 510lbs .228lbs Gnviry: Uplift: F 3391bs -12616s Gravity: Uplift: 161 lb, -137 lbs It1 1 Jn[-8 7.0 Jnt-6 7.0 Gravity: Uplift: 691 His -236lbs Gravity: Uplift: 69316s -246lbs K2 1 Jnt-3o 7.0 Jnt-7 7.0 Gnviry: Uplift: 691 Its .2301bs Gravity: Uplift: 691165 -240lbs N3 1 Jnt-8 7.0 Jnt-5 7.0 Gnviry: Uplift: 69116s -2141bs Grwin Uplift: 691 Its -218lbs Ito 1 Jnt-9 7.0 Jnt-6 ® Gravity: Uplift: 691 Its -24S Its Gravity: wit Uplift: 6931bs -235 @s It5 1 Jnt-2 8.0 Jnt-6 8, Gravity: Uplift 125516s -590 its Gravity: Uplift: 12551bs -590 his L1 1 Jnt-2 8.0 Jnt-7 8.0 Gravity: Upli t 9211bs -4571bs Gnviry: Uplift: 921Ibs 457lbs M1 1 Gnviry: uplift: 20051bs .559lbs Gnvi[: Uplift 145616s -5..1bs V1 2 Jnt-198.9 Gravity: Uplift 801bs (plf) -34lbs 1plfl V2 3 Jnt-1 74.9 Gravity: Uplift: 77Ibs (plf) .3316s (plf) V3 3 Jn[-1 50.9 GraviM Uplift: albs (plf) .30 his (pli) V4 3 lnt-126.9 Gravity: Uplift SS Its (plFl -24Its (plo VS 1 Jnt-166.9 Gnviry: Uplift: 108165 (pIU -51 Its (plf) V6 1 Jnt-1 46.8 Gravity: Uplift 571bs (plf) .20lbs (plf) Note: The reactions shown on this page are summarized from the Truss Design Drawings. Refer to the Project Truss Design Drawings for further details or verification. Created: 11/1/2019 10:37 AM Version 4.1.8.1 Printed Out: 1111/201910:37 AM 3 Of 3 0 Builders FrstSource, Inc. 2002