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TRUSS PAPPERWORK
r.- Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2027545 - 24/46/7 INDIAN RIVER EST MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 2027545 Model: 2117 A IOX14TL�RAIL33s10-4115 Lot/Block: 24/46/7 Subdivision: FT PIERCE/INDIAN RIVER ESTATES Address: 5001 SUNSET BLVD , . City: FORT PIERCE State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): ' Design Code: FBC2017/TP12014• Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 36 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T17689635 A01-7/25/19 23 T17689657 C04 7/25/19 2 T17689636 A02 7/25/19 24 T17689658 C05 7/25/19 3 T17689637 A03 7/25/19 25 T17689659 C06 7/25/19 4 T17689638 A04 7/25/19 26. T17689660 CJ1 7/25/19 5 T17689639 A05 7/25/19 27 T17689661 CJ1P 7/25/19 6 T17689640 A06 7/25/19 28 T17689662 CM 7/25/19 7 T17689641 A07 7/25/19 29 T17689663 CJ3P 7/25/19 8 T17689642 A08 7/25/19 30 T17689664 CJ5 7/25/19 9 T17689643 A09 7/25/19 31 T17689665 EJ5P 7/25/19 10 T1.7689644 A10 7/25/19 32 T17689666 EJ7 7/25/19 SCANNED z 11 T17689645 All 7/25/19 33 T17689667 HJ5P 7/25/.19 BY 12 T17689646 Al2 7/25/19 34 T17689668 HJ7 7/25/19 13 T17689647 A13 7/25/19 35 T17689669 P01 7/25/19 St. Lucia County 14. T17689648 A14 7/25/19 36 T17689670 P02 7/25/19 15 T17689649 A15 7/25/19 16 T17689650 A16 7/25/19 17 T17689651 B01 7/25/19 18 T17689652 B02 7/25/19 19 T17689653 B03 7/25/19 21 T1768965s oz 7/25/19 g�OV ®20g9 .22 T17689656 CO3 7/25/19 The truss drawing(s) referenced above have been prepared by ��,.,hoP N VFW MiTek USA, Inc. under my direct supervision based on the parameters .� J. E provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin 8182 ' 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 TATE O F 4� �/� that the engineer named is licensed in the jurisdiction(s) identified and that the •• designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were �� s.......... TRENCO' customers iven to MiTek fi eOreferencerplect urpose only,cific and was not taken ion included into accounts for t's orin the '���� jONl ��% preparation of these designs. MiTek or TRENCO has not independently verified the J uin Val zPE No.68182 applicability of the design parameters'or the designs for any particular building. Befoieuse, ITek USA, c.n.Cert6634 - the building designer should verify applicability of design parameters and property 6 Parke Blvd. Tampa FL 33610 incorporate these designs into the overall building design per ANSIfrPI 1, Chapter 2. D e: July 25,2019 Velez, Joaquin 1 of 1 Job- - Truss -- - Truss Type - - r N Oty Ply 24/4617 INDIAN RIVER EST 202'i545 A01 SPECIALTRUSS 6 1 T17689635 J D Referent (pt' n p � 1 fl-0-0 5x8 rrern Illy, r-uoaor, l 11513 1 1 s9a 6.00 F12 2x4 II 4 Sx6 i 3 16 17 8x14 MT20HS= 2x4 II e64u s Jun 0 ZV l e MI I ex mau519es, mc. :xZpBkW mmOHCg6fGU W AKsgaCf2U-e[)Ha3bBgn57Kwylal 234-0 2]-0-0 & 31-]d31B5 -1 3<-0 qoa 310-1zb e+1i 6x8 11 5 26 66'C 6 3X4 C 3x4 � 13 12 11 14 0 3.00 12 2x4 11 2x4 11 8x14 MT20HS = 2x4 II 2"4 0 ]7-e-&1p W— 23i-0 7,12 27-0-0 31 774 31 -5 g040 -00 83-F 9-0O 2 3e-0 4 .14 1 8-0-01 Za Ub:43:292U19 Pagel Scale =1:83.4 1.5.8 STP = 27 0 e e v w �o 3x6 = Plate Offsets(X,Y)- [2:0-2-7Edge1 [3:0-3-00-3-01 [5:0-540-2-01 f6:0-3-00-3-01 (11'0-5-120-0-01 [16:0-7-00-3-101 LOADING (psq SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.56 16-17 >858 240 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.94 15-16 >511 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.64 HDa(CT) 0.44 8 n/a r✓a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 218 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t *Except* TOP CHORD 3-5: 2x4 SP No.2, 1-3: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP NO.2 *Except* 2-16: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3'Except' 5-16: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1555/0-8-0, 8=1556/0-8-0 Max Hoa 2=394(LC 9) Max Uplift 2=-801(LC 10), 8=-801(LC 10) FORCES.. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4939/2529, 3-4=4200/2185, 4-5---4204/2386, 5-6=-2269/1425, 6-7=-2299/1423, 7-B=-2772/1511 BOT CHORD 2-17=2088/4573, 16-17=-2100/4587, 15-16=-638/1887, 13-15=-893/2086, 11-13=-897/2080, 10-11=-1112/2401, 8-10— 1112/2401 WEBS 3-16=732/490, 4-16=-398/401, 5-16=-1398/2924, 5-15= 256/545, 6-11=-273/74, 6-15=-215/280„7-11=-577/316, 7-10=0/317 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 6-2-0 oc bracing: 13-15 1 Row at midpt 5-16 NOTES- 1) Unbalanced roof live loads have been considered for thig,design. ' 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151b B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2).-14-0 to 1-8-0, Interior(l) 1-8-0 to 17-0-0, Exterior(2) 17-" to. 23-0-0, Intedor(1) 23-0-0 to 38-4-0, Exterior(2) 38-4-0 to 414-0zone; 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. - 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers. parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift. at joint(s) except at=lb) 2=801, 8=801: Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 �WARNMG-Verity tleslgnparsmetem entl HEAD NOTEB ONTNL9 AND INCLUDED MNEK REFERANCE PAce 74rJre¢]aNY1a15 BEFORE USE Design valId for use onlywlfh MRaI� connectors. ibis design a based only upon porometers shown entl a for on Individual bull6ing component, net Paz' o huss system. Before use, mepullding designer must vanfy Me appllcablllTy of design parameters entl properly Incorporate ma dedgn Into me overall =.�aYe _ 'bullUing tleslgn.&adngintlicatetl is to prevent buckling of lndMtlual hussweb and/or chordmembersaNy. Additlonal temporary and p0rtnanent bracing MiTek' 6 always required for stoblllTy and to prevent coliopse wild possible personal OQury entl pro party damage. For general guidance regordNg Me—. fobncoMon, storage. deilvery, erection on, bracing of busses and huss systems seeANSViPl1 CuvlMy CdhM. DSbd9 entl SCSI Buldbg Coml4onml Sotty NfamsalbrxrvoOoble ham Truss %ate Institute. 218 N. Lee Sheef. Suee312. Alexondno. VA 22314. fi9o4 Parke Easl BNtl. Tampa, FL M610 Job ` Truss Truss Type r City Ply 24/46,7 INDIAN RIVER EST - 202)545 A02 Special Truss 2 1 T17689636 Job Reference (optional) mtnaers Flrstbowoe (rlunl idly, r-L), Viand U lty, 1-L-33bU/, r1-4-0 7-8-1p 1G-: sx8 s 6.24U s Jun a 2U19 MI I eK Industries, Inc. J hu Jul 25 06:43:30 2019 Page 1 3.00 12 .,.� _ 4x6 = Scale = 1:68.5 LOADING (psf) TCLL 20.0, TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0- Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lnor YES Code FBC2017/TPI2014 CSI. TIC 0.92. BC 0.98. WE 0.95 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (lac) Vdefl L/d 0.51 11-12 >834 240 -0.9210-11 >461 ISO 0.35 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORDStructural wood sheathing directly applied, except end verticals. 5-6,1-3:2x4 SP No.1 BOT CHORD :Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-11, 5-10 2-11: 2x4'SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1388/0-8-0,8=1313/Mechanical Max Horz 2=348(LC 9) Max Uplift 2=-721(LC 10), 8=-628(LC 10) FORCES. IN) -Max. Comp./Max. Ten. -All forces.250 (Ib) or less except when shown. TOP CHORD 2-3=-4282/2376, 3-4=-3498/2017, 4-5=-3497/2214, 5-6=-1684/1129, 6-7=-1692/985, 7-8=-1282/807 - BOT CHORD 2-12— 2147/4002, 11-12=-2157/4012, 10-11=-671/1468, 9-10=-920/1607 WEBS 3-11=-772/504, 4-11=-392/391, 5-11=-1411/2613, 5-10=-134/267, 6-10--376/368, 6-9=-321/321, 7-9=-719/1455' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=151t; B=45ft; L=24ft;: eave=5ft; Cat. 11;'Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Extedor(2) 17-0-0 to 23-M, Intedor(1) 23-0-0 to 32-6-4, Exterior(2) 32-6-4 to 35-6-4 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) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide M114it between the bottom chord and any other members. ' 5) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. - 6) Refer to girder(s) for truss to truss connections. 7) Dearing atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should vedfy cagacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding. 100 lb uplift at joint(s) except jt=lb) 2=721, 8=628. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNING- Verily deslgAparaaieten end REAP NOES ONTNIG AND INCLUDED MREK AEFERANCEFAGEM6)4TJ rev. 16�0Yf015 BEFORE USE Design valltl for use oNy v4tn Mnek®connecton 2 daslgn u basetl only upon parameters shovm, and 1; for on Indlvloual bu0tling component, not otruss system, Before use, thebuild do loner must verifyme applicability oftleslgn parameters and properly Incorpomie this tleslgn Info the overall building tleagn. 8radng I'd tetl 6 to prevent buckling of lntlNltlual huss web antl/or chord members only. AdtllBonol temporary ontl papnpnent bracing MiTek' Is al ways required for stability and to prevent collapse v4th posdble personal lnlury antl property tlamcge. Far general guidance regwtling the tobticoAon. storage. tlelNery, erec8on ontl brocing of mrsses and buss systems, seeAN6VIP11 Cue�y Crae , O811419 mid It 16uldin Camponmt 6904 Palle East BNd. Sab1y Inlpmlatblxrvclloto hom Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alaxontlrla. VA 22314. Tampa, FL 33610 Job - 2027545 Thus T17689637 a 0 5x8 3.00 FIT 5x6 = 5x6 = r 5 620 3x6 = 7-2-11 7-&10 [4-0-0 19-0-0 21-0-0 23-0-0 31-3-0 35-8-o zas1 _2 an.n 1 o.o.n i .-a-n 1 i 11 Scale = 1:67.6 Plate Offsets (X Y)- [2:0-2-7 Edge] [3:0-3-0,0-3-01 [5:0-3-0 0.2-01 [6:03-6 0-2-41 [7:0-4-00.3-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.49 13-14 >870 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.71 13-14 >601 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Hoa(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2051to FT=20% LUMBER - TOP CHORD 2x4 SP N0.2'Except' 1-3:2x4 SP No.1 BOT CHORD 2x4 SP N0.2 *Except' 2-13: 2x4 SP NDA WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1388/0-8-0,'9=1313IMechanical Max HorA 2=330(LC 9) Max Uplift 2=-721(LC 10), 9=-628(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied, exceptend verticals. BOT CHORD Rigid ceiling directly applied or 4-0-6 oc bracing. WEBS 1 Row at midpt 4-12. 6-11 FORCES. (Ib) - Max- CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4286/2526,3-4=-3484/2193,4-5=-1796/1323,5-6=-1553/1269,6-7- 1679/1219, 7-8=-1694/1044, 8-9=-1288/855 BOT CHORD 2-14=-2284/3999, 13-14=-2296/4006, 12-13=-1800/3186, 11-12=-759/1483, 10-11=-987/1594 WEBS 4-13=-992/1931,3-14=0/251,'3-13=-794/494,4-12=-2186/1347,5-12=-035/652, 6-12=-213/666,7-11=-343/340,7-1D=-312/350,8-10=-766/1441 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=24111; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-0 to 1-8-0, Interior(1) 1-8-0to 14-9-1, Exledor(2) 14-9-1 to 25-2-15, Interior(1) 25-2-15 to 32-6-4, Extedor(2) 32-6-4 to 35-64 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 nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a: rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) pearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. ... 7) Re(er to girder(s) for truss to truss connections. - 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer, should verity capacity of bearing surface. ` 9) pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6t=lb) 2=721. 9=628. - Joaquin Velez PE No.68182 MTek USA, Inc. FL Cedfi634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNWG-Ve0/yJe.Ngn peramefere anOHEAp NOTEa 0NTN6 ANOWCLUOED MIfEK REFERAA'LEGAGE M6)CTJ reY. 16�0.YfOf5 BEFORE U5E De48^ vNiO for use oNY wIM Mnek® connectors. Th6 tleslgn Is bpsetl oyy upon parameters shown, .nda for on IndNitluol building component, not a huts system. Before we, the bustling dngner must v.rl/y mie.pplic.bs,ty of 0e n parameters and property Incorporate mu design Into the overall bu,'g tleslgn.&.clog ludic., is to prevent bucWlrg of lndivitlu.l buss web and/.'chord membersonly., Additi.na temporary and pemi.nent bracing 6.Iwap requeed for sta'n and to prevenicoll.pse with possible personal Injury antl property tl.m.ge. For goner., gWdan<e regording Me f.btic.tlon, stpmgaaelNery, erecflon and bracing olfrusses ontl bust systems seeANSUfPII GuaI6I1ryy CdMM, GSS-09 m1d kC31 SWdkrg C .M ..I sabhNfamlalbmvaioble Ito. Truss Plate inelitute, 218 N.lee Sheet. $.a. 312. Alay.ntlrl., VA 22314. MiTek' 69M Palle Ent BNd. Tempe, FL 33610 Truss - Truss Type- - - 41 Oty Ply 24/46l7 INDIAN RIVER EST rob' T17689639 27545 A05, Hip Truss 1 1 Job Reference (optional) uvilders FlrstSourae jrlam idly, FL), Plant City, FL - 33551, U.24U's Jun 6 2V19 MI I ek II Inc. Thu Jul 25 06:43:34 2019 Paget 3x8 6.aa F12 3.00 12 Sx6 = 19 5.6 = 7-6-10 13-10-0 ' 14.N-0 17-0-0 2&40 29-7-4 358-0 7-8-10 6-1-10=12 3-0-0 ad.0 6-Ad fi-n-19 3 11 Scale = 1:67.6 Plate Offsets (X Y)-- 12:0-1-2 0-0-71 f3:0-3-8 0-3-01 15:0-2-12 0-1-121 f6:0-4-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL, in (loc) I/clef] Ud PLATES- GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.97 Ved(LL) 0.44 12-13 >964 240 MT20 244/190 TCDL 7:0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.8211-12 >518 180 BCLL 0.0 ' Rep Stress Inca NO WB 0.98 Horz(CT) 0.31 9 Na n/a BCDL 10.0 Code FBC20177rP12014 Malnx-MSH Weight: 1921b FT=20% LUMBER - TOP CHORD 2x4 SP No2'Except' 1-3: 2x4 SP M 31 BOT CHORD 2x4 SP No2 *Except* 2-12: 2x4 SP M 31, 11-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1388/0-8-0, 9=1313/Mechanical Max Horz 2=293(LC 9) Max Uplift 2=-721(LC 10), 9=-628(LC10) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or4-11-6 oc bracing. WEBS 1 Row at midpt 5-11 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. 'TOP CHORD 2-3=-4302/2671, 3-4=-3497/2294, 4-5=-3471/2483, 5-6=-1424/1234, 6-7=-1699/1271, 7-8=-1837/1241, 8-9=-1254/912 BOTCHORD 2-13=-2421/3988, 12-13=-2422/4010, 11-12=-1166/2023, 10-11=-1007/1588 WEBS 4-12=-327/396, 6-11=-158/445,7-11=-276/239,7-10=-205/273, 8-10=-952/1526, 3-12=-817/523,,5-12— 1421/2314, 5-11=-919/495 NOTES- 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0,-lnterior(1) 1-8-0 to 12-9-1. Exterior(2) 12-9-1 to 27-2-15, Intedor(1) 27-2-15 to 32=6-4, Exterior(2) 32-6-4 to 35-6-4 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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Behrings are assumed to be: , Joint 9 SYP Not crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Dapacityof bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) . 2=721, 9=628. - Joaquin Velez PE No.60182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 O WApNNG-Voni design parsmeters ondpEADNO7E5ONTNWAND NCLDDED WE"pEFENANPE PAGE M0.]4]a m¢la'oN1015BEFORe USE. Da lgn valid for use ony vilth Mtrel� connectors. "no design a bas00 only upon parameters shown, and 6 for an Individual buJOing component, not a truss system. Before use, the. building designer must verlfyme applipabllity of design parameters antl properly Incorporate mu design Into the overall ,.']ding tledgn. Bracing lndlaated No prevent buckling of IndNidual truss web and/orohord members only.. AtldlMonaltempararyantl permanent bracing MiTek' a always fequeed far stability antl to prevent collapse wim P._". personal Injury and property damage. For general guktance a ardn". ' fobrlcoilon. storage, delivery, erec8on and bracing of fiusses antl puss systems. seeAN3VIPf1 41ueII1y Cm�da, 04f1-0g and 6C61 Buldhp Componrnf 6904 Parke Easi BNd. Sofcfy Informatbnov.,able ham Truss Plate InsMute. 218 N. Lee Sheet, Sulie 3,2. Alexandria VA 22314. Tampa, FL 33610 Job- - - Truss Truss Type - - a O1y Ply 24/46!/INDIAN RIVER EST -- - T17689640 2027545 A06, Hip 1 1 Job Reference (optioned) Byilders FirstSoume (Plant City, FL), Plant City, FL-33567, 8 2019 MiTek Inc. Thu Jul 2506:43:352019 Pagel w d 4.6 = 5x6 = A nab 11 a.uu l le 1. 3x6 11 3x8 c 2x4 II 2x4 11 8xl4 MT20HS= 7,8 1110-0 14 0 17-0-0 233-0 231 0 V-4-0 32-4.0 7-8-00. fi-1-10 0- -12 3.0-0 6-0-0 0-6- 3.6-0 5.0.0 Scale = 1:63.0 �IP Plate Offsets (X )1-- 12:0-0-10 Edgel [3:0-3-8 0-3-4] 16:0-3-0,0-2-01 110:0-5-12 0-0-0) LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl Ud PLATES GRIP TCLL 20.0: Plate Grip DOL 1.25 TC 0.96 Ven(LL) 0.43 15-16 >903 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.67 12-14 >574 180 MT20HS 1871143 BOLL 0.0 ' Rep Stress Incr YES WE 0.98 Hom(CT) 0.33 9 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1941b FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 *Except* 2-15,10-15: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. WEBS 1 Row at midpt - 6-10 REACTIONS. (lb/size) 2=1267/0-8-0, 9=1197/0-3-8 Mex Hom 2=264(LC 10) Max Uplift 2=-652(LC 10), 9=-575(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-3832/2413, 3-4=-2968/2035, 4-5=-1860/1419, 5-6=-1634/1320, 6-7= 993/896, 7-8=-10181743,8-9=-1163/875 BOT CHORD 2-16=-2278/3596, 15-16=-2279/3611, 14-15=-1745/2695, 12-14=-679/1102, 10-12=-685/1060 WEBS 3-16=0/259,3-15=-870/521,4-15=-991/1629,5-14=-363/596,6-14=-465/928, 7-10=-299/397, 8-10=-700/1055, 6-10=-564/299,4-14=-1765/1249 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 12-9-1,'Extedor(2) 12-9-1 to 27-5-12, Interior(1) 27-5-12 to 29-24, Exterior(2) 29-2-4 to 32-2-4 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) 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-M tall by 2-0-0 wide `wiffit between the bottom chord and any other members: 7) Bearings are assumed to be: , Joint 9 SYP Not crushing capacity of 565 psi. 8) Bearing atloint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify papacity of bearing surface. 9) Prpvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 2=652, 9=575. Joaquin Velez PE No.66162 MTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNING-Vertty Jeafgn pare-sam"nd REAON07ES ON7 SANOINCLUDEOMITEKREFERANCE PAGENS"os'ev- igT c"'REFORE USE ■' Design valitl for use only with Mgek®connectars. ihis design b based ONy upon parameters shown, antl 0 for an IntlMduai buJtling Component, net a huss System. Before use, the building tle"On'a must va l "a ppplicabllI of design parameters and properly incorporate this tlesign into the overall bulltlNg design. Bracing indicated k toprovent bucWing of lndividualfruss web antl/or chord membenoNy.. Addnlonoilemporory and permanent brooing Is always required far stOblllty and to preventaoliapse with possble personal Nlury antl properly tlomage. For general guidance regartling the fabrication. dorog., tlalHery, erecno. and bracing of hussar ono puss systems. sas SUIPit CuaRv Cnr. b. DSM9 antl 6C518.1"p Cpmponml SaUty Nformo6omva0abia tram Tmss Plot. InnV. 218 N. fee She el. 5ult. 3, 2. 1 .. dtla. VA 22 14, O` Mew 69N Parke East 13W. Tampa, FL 33610 Job` - Truss - - Truss Type - 1 CRY Ply 24/4617 INDIAN RIVER EST T17689641 2027545 A07 Hip Truss 1 1 Jb5 Reference (optional) BWilders FIrStSourM trlam Gay, I-L), Plant City, FL-3356/, 8.240 S Jun 82019 Mi I eK Inc. Thu Jul 25 06:43:36 2019 Page 1 5.6 = 6.OD 12 3x4 = 5x6 = 5 22 23 6 Scala =1.67.8 3 11 , 9 Me12 6x8'.= 5x8 2x4 II 2x4 I 6x12 MT20H6 = 25-0-0 1 1 M4 1 z1814 za4n 2a-1n1-0 e 274-0 1 a1-11 ass-0 M47a-tz 6-34 7'.14 zS2�6 0 47,0 419V1-11 Plate Offsets (X,)F- f2:0-2-7 Edae] f3:0-3-e 0-3-01 f4:0-3-8 0-2-41 t6:0-4-0 0-2-87 G10:0-3-12 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.94. Vert(LL) 0.49 15-16 >900 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00. Vert(CT) -0.71 9-10 >618 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.38 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 -Except' 3-4:2x4 SP M 31, 1-3:2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1431/0-8-0, 9=1359/Mechanical Max Horz 2=266(LC 9) Max Uplift 2= 740(LC 10), 9=-642(LC 10), BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD .Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1Row at midpt 7-9 FORCES. (lb) - Max. Comp./Max. Ten. -All forces250 (lb) or less except when shown. TOP CHORD 2-3=-4487/2859, 3-4=-0620/2382, 4-5=-2850/2085, 5-6=-2035/1578, 6-7=-1733/1276 BOT CHORD 2-16=-2567/4107, 45-16=-2568/4129, 14-15=-1400/2356, 12-14=-937/1620, 10-12=940/1599, 9-10=-956/1370 WEBS 3-15=-904/639, 4-15=-708/1311, 5-15=-425/859, 5-14=-806/587, 6-14=-488/909, 6-10=-371/256, 7-10=-21/264, 7-9= 1718/1279 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft;, eave=5ft; Cat. II; E>te C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 10-9-1. Exterior(2) 10-9-1 to 19-2-0,.Intericr(1) 19-2-0 to 20-9-1, Extedor(2) 20-9-1 to 29-2-15, Intedor(1)29-2-15 to 33-7-4, EMedor(2) 33-7-4 to 36-7-4 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) AlFplates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .will fit between the bonom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 16) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=740, 9=642. Joaquin Velez PE No.68182 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd.,Tampa FL 33610 Data: July 25,2019 Job' Truss - - Truss Type r a Cry Ply 24/46/7 INDIAN RIVER EST T17689642 2027545 A08. There Hip Trs 1 1 - Job Reference (optional) Bgilders RrstSource (Plant Oily, FL), Plant City, FL - 33567, 8.240 S Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 06:43:37 ID:xZpBkW mmOHCg6fGU W AKsgaCf2U.PmmblKlsuZ7BuBv6oZ9zUdIBGGKhg W Sr m ar 0 5x6 = 3x4 = 5x6 = 6.00 12 4 21 5 22 23 6 24 11 SVV I[ r' 3X6 II 3z8 2x4 II 2x4 11 6X12 MT20HS = 26-0 l 14-0e' 20.&5 23-4n 2:}100 27-0 32-1-0 aaa 917,Wn i ee�s zs1 d-6i s. —I zra soo t-za Page 1 - Scale='1.61.9 If Plate Offsets (X Y)— [2:0-0-10 Edgel [3:0-4-0 0-3-01 [4:0-3-8 0-2-41 [6:0-3-8 0-241 [7:Edge 0-1-121 [9:0-3-12 0-0-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20:0 Plate Grip DOL 1.25 TC L00 Veri(LL) 0.40 14-15 >959 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(DT) -0.5514-15 >704 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WS 0.82 Hoa(CT) 0.30 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight:. 18216 FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 3-4:'2x4 SP No.1 BOT CHORD 2x4 SP No.2'Except' 2-14:2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or &114 oc bracing. REACTIONS. (lb/size) 2=1267/0-8-0, 8=1197/0-3-8 Max -Hod 2=264(LC 10) Max Uplift 2=-652(LC 10), 8=-575(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Ile) or less except when shown. - TOP CHORD 2-3=-3821/2505, 34--2926/2033, 4-5=-2293/1794, 5-6=-1490/1224, 6-7=-981/736, 7-8=-1146/902 BOTCHORD 2-15=-2365/3540,14-15=-2370/3554,13-14=-1205/1831, 11-13=-660/1018, 9-11=-664/993 WEBS 3-14=-920/645,,4-14=-585/1035,7-9=-564/945,6-13=521/920, 6-9— 725/584, 5-13=-829/649, 5-14=474/805 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=24r eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(l) 1-8-0 to 10-9-1, Exte for(2) 10-9-1 to 19-2-15, Interior(1) 19-2-15 to 20-9-1. Exterior(2) 20-9-1 to 32-24 zone; cantilever left and right exposed ;C-C for members and fames & Ml 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 nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 8SYP No.2 crushing capacity of 565 psi. 8).Bearing atjoint(s)'2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 1001b uplift at joint(s) except at=lb) 2=652, 8=575. Joaquin Velez PE No.68182 Ill USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 A WARNING- Verity dedlsn parameters and READ NOTES ON THIS AND INCLUDED eTREK REFERANCE PAGE 610-74TJ rev. ta41il BEFORE USE. �■e Design valid for use only with Mrel� connectors. This design is based only upon parameters shown, and is for an Individual building component, not P■.ZiYgm` a truss system. Before use, the building designer must verity Me appllcoblldy of design parameters and properly incorporate this design Into me overall adidimgdesign. Bracing Indicated Is to prevent buckling ofindividual truss web and/or chord members only.. Addrlonaltemporaryandpermanentbracing MiTek'. is alwarp,acl for stabfiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobtcation; storage. all erection and bracing of Trusses and truss systems, seeANS ll QuaR1y CreelDS649 and SCSI Building Compare l 6904 Peke East Blvd Safety Information,aiioble from Trcntldo. uss Plate Institute. N. Lee Street, Sure 312, AlexVA 22314. T2mpa,FL 33a10 - Job Truss Truss Type r 1 Orly Ply 24/4617 INDIAN RIVER EST T17689643 2027545 A09 Half Hip Truss 1 1 Job Reference (optional) oMOaers rualaomwlean any, ry, riam ury, a000r, o.agU s dun o Lu in Mir r ex rnUUMMIs, inc. . r nu Jul za Ub:4a:3b 2U19 Pagel ID:xZpBkWmmOHCg61GUWAKsgmCf2U-tyKzyglUfsF2VKUILGgC1 rOP2fhHPw4n6svFbfyuc_J ' -1-4.0 G644 1&0.0 20-11-9 28.9-] 36-9.0 �1-4-Of 6-644 I GS-1 ]-11-9 7-9-13 7-01-9 Scale = 1:65.2 5x6 = 6.00 F12 3x4 = 5x6 = 3x4 11 14 12 11 -- -- 9 - a 3z6 = 2x4 11 4x6 = 3x4 = 3.6 — 2x4 11 W 3x8 = LOADING (psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 125 TCDL 7.0 Lumber DOL 125 BCLL 0.0' Rep Stress lncr YES BCDL 10.0 Code FBC2017ITP12014 CSI. TC 0.81 BC 0.72 WEI 0.97 Matrix-MSH DEFL. in (too) Well Ud Vert(LL) 0.19 11-12 >999 240 Vert(CT) -0.3511-12 >999 180 Horz(CT) 0.11 8 rJa n/a PLATES GRIP MT20 244/190 Weight: 210 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 ad pudins, BOT CHORD 2x4 SP No2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD 'Rigid ceiling directly applied or4-6-10 oc bracing. WEBS 1 Row atLmidpt 5-12, 6-11, 6-8 REACTIONS, (lb/size) 2=1428/0-8-0, 8=1353/Mechanical Max Herz 2=404(LC 10) Max Uplift 2=-714(LC 10), 8— 674(LC 10) Max Grav 2=1473(LC 15), 6=1432(LC 15) FORCES. (Ib) -Max CompJMax, Ten. -All forces 250 (Ib) or less except when shown. _ TOP CHORD 23=-2672/1513, 3-0=-2121/1303, 4-5=-1867/1272, 5£=-2031/1289 BOT CHORD 2-14=-1663/2411, 12-14=-1665/2408, 11-12=-1289/2031, 9-11=-867/1449, 8-9=-867/1449 WEBS 3-14=0/261, 3-12=-624/446, 4-12=-147/591,5-12= 383/93, 5-11=-326/431, 6-11=-551f'759, 6-9=0/390,6-8=-1865/1114 - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.Opst h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; EIp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 8-9-1, EMerior(2) 8-9-1 to 17-2-15. Interior(1) 17-2-15 to 33-7-4, Exterior(2) 33-7-4 to 36-7-4 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) This truss has been designed fare 10.0 pet bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed fora 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, with BCDL=10.Opsf. 6) Bearings are assumed to be: , Joint 8 SYP Not crushing capacity of 565 psi. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding, 100 to uplift at joint(s) except (jt=lb) 2=714,8=674. - Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNWG-VeNydes/gnparanet...d READNOTESONTN/SANDWCLUDiDMfrEKREFERANCEPAGEMLL74MMV.. 101X2015BEFOREUSE u■■' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown and J; for an individual building component not a truss system. Before use, the building designer must verify me applicability at design parameters and properly Incorporate mis design Into me overall building design. Bracing Indicated is to prevent buclsing of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW a always required for stability and to prevent collapse with possiblepawned hIury and property domage. For general guidance regarding Me fabricotlon; storage: delivery. erection and bracing of trusses and truss systems seeANSVIPII CuatMr Criteria. DSB49 and SCSI building Component 69M PeMe East Blvd. Safely Informatbnwailoble from Truss Plate Institute, 218 N. Lee Steel, Suite 312 Alexondda, VA 22314. Tampa. FL M610 Job Truss - Truss Type r s Oty- Ply 24146/7 INDIAN RIVER EST -- T17689644 2027545 A10. Hip Truss1 1 Jbti Reference (optional) ounaers nrsraumw...un,,,uy, rib ,are uy, rL-asaog a.zrU 5 dun a zo l a Ml I ex mausmes, Inc. I nu Jui[o Ub:43:392019 Page 1' ID:xZpBkW mmOHCg6fGUW AKsgaCf2U.L8uM9DJ60AOv7U3VvzBRZ2yY53y8OZWKWep75yuc_I -14.0 8.4-7 13.0.0 20.0.0 27-0.0 32.4-0 1-4-0 B-4-7 4.7-8 7-0.0 7-0.0 64.0 Y m d 5x8 = 6.00 12 2x4 II 5x8 = Scale = 1:59.4 11 m n w 9 a 3x6 = 2x4 II 3x4 1.8 = 3x4 = 2x4 = 3x4 = 8.9-7 13-0.0 20.0.0 27-0-0 32-4-0 B-4-7 dd.B ].n r zn.n ad-n Plate Offsets (X Y)-- [3:0-3-00-3-41 [4i0-6-0 0-2-81 [6:0-6-0 0-2-81 1109-0-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.22 13-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Ved(CT) -0.33 13-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Hom(CT) 0.06 8 n/a n/a - BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight:187 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1264/0=8-0, 8=1189/0-3-8 Max Ham 2=264(LC 10) Max Uplift 2=-655(LC 10), 8=-577(LC 10) Max Grav 2=1289(LC 15), 8=1189(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD -Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 1 Row at midpt 4-10 FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-2159/1342, 3-4=-1698/1213, 4-5=-1429/1147, 5.6=-1427/1145, 6-7=-984/724, 7-8=-1144/876 BOT CHORD 2-13=-1272/1966, 11-13=-1273/1963, 10-11=-949/1519, 9-10= 530/826 WEBS 3-13=0/292,3-11- 616/444,4.11=-234/575,5-10=-442/452, 6-10= 564/876, 6-9=-471/451, 7-9=-644/1027 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ff; B=45ft L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exte4or(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 8-9-1, Exte ior(2) 8-9-1 to 17-2-15, Intedor(1) 17-2-15 to 22-9-1, Extedor(2) 22-9-1,to 32-2-4 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 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 8 considers, parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacityof bearing surface. 8) Provide' mechanical connection (by others) of tmss to beadng plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) • 2=655, 8=577. Joaquin Velez PE No.60182 Miiek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WABNPlG-Vetlty Ce9gn parameters enOBEAD NOTE" DN 7Nm ANOWOLUDEO M?EK BEFEBANCE PAGEMIF]4YJ re¢ iE sB g 0BEUSE. Design volltl for use arty with Tire irconnectors. TNs tleslgn h bnsetl only upon parameters shown and Is for an intlividing component. not a truss system. Before use, me building designer mustverily me appllcablllty of d-slgn parameters and properly Incorps tleslgn Into me overall bulltling tl.s'gn. Bracing lndicat-d eta prevent buc' ng of'ndltlu., huss.web and/or chortl members only. Atldlfloorary ontl permanent bracing MiTek' is. s alwpyslequlst re staDlllly and to prevent collapse with posible personal Injury ontl property damage. Forgenerag"Irelabrlcotion storagedelivery, erectionnd brocing of trussesontlTmsssystemsseeAN3GllhCmbD66-091 Bulabp Component fi90a Parke East BNtl. sabry IefpmratbmvoOoDle from Truss Plate Institute, 218 N. Lee Street. Suite 312, Mo.. o r , VA 22 14. Tampa, FL M610 - , , RIVER EST - �Otyply�2414,W617DIAN T77689645 ;Job�:��T=s�T�mssType- nce o tional mwioers einnbourcN (riwil inlay, ry, Plant clry, rL- JJbbf, -1Zl 5 5.4-13 -- 1-4-o5.4-13 5-7-3 Sx6 = 4 o.zw s aun o zu IV Mu e6 mausmes, Inc. I nu du, La ub:4a:4u z019 Page 1 Scale c 1:65.2 3x4 = 5x6 = 3x4 = 2x4 11 20 21 5 22 6 23 24 7 25 8 14 _ __ _. ._ __ .. ._ __ __ 9 4x6 = 3x4 = 3.6 = 3x4 = 6x8 = 4x6 = 3x8 = 5-4-13 17-OA 18-9-8 27-2-a12 3fi-9-0 6b1A s.zr za.a R_c.I o.9- Plate Offsets(XY)- 14:0-3-00-2-0] 16i0-3-00-3-4119:0-0-80-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.30 14-17 >999 240 MT20 2441190 TCDL TO Lumber DOL 1.25 BC 0.81 Ven(CT) -0.6314-17 >694 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight:. 199111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-14.oc pudins, BOT CHORD 2x4 SP No.1 -Except' except end verticals. 11-13: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 7-9 REACTIONS. (lb/size) 2=1428/0-8-0, 9=1353/Mechanical Max Hom 2=351(LC 10) Mali Uplift 2=-722(LC 10), 9=-665(LC 10) Max Gmv 2=1443(LC 15), 9=1358(LC 15) FORCES. (lb) - Max CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD . 2-3=-2590/1643, 3-4=-2223/1392, 4-5=-1966/1346, 5-6=-2249/1451, 6-7=-1731/1046 BOT CHORD 2-14=-1736/2359, 12-14=-1529/2238, 10-12=-1378/2087, 9-10=-695/1029 WEBS 3-14=-457/440, 4-14=-3011741, 5-14=-553/282, 6-10=-715/622,7-10=-550/1111. 7-9=-1562/1069 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L--24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0to 1-8.0, Intedor(1) 1-8-0 to 6-9-1, Extedor(2) B-9-1 to 15-2.15, Interior(1) 15-2-15 to 33-7-4, Extedor(2) 33-7-4 to 36-7-4 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) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed fora live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearings are assumed to be:., Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Rbfer to girder(s) for Buss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except QI=lb) 2=722, 9=665. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 A WARNING -Vedry doses. ut.d.Is end READ NOTES ON MIS ANo INCLUOEO MMEK HEFENANCE PA GEM 7473 mv. fu=f)IS BEFORE USE. 0edgn v'a faruse only with MBelt®connectors. fits design S based only upon parameters shown, and Isfor anIntlNltlual boldingcomponent, not �/ o buss sysiem.Before use, mobuilchgd8vgner must v0, the opprcablliry of tlevgn parameters and prope4y lncorp0 9 IN, deslgninto the overall bullOingdesign, Bracing lntlimfed is to prevent bucg of lntllvitlual buss web antl/orchortl members oNy.. Addmon.1 fempomry antl permanent bracing pp�ppT0- Iv1110k• Is always requVad for stability and to prevent collapse wim possible personal Injury antl property tlamage. For general guitlance regOrtling the tobrlca6an, storage: tle.Nery. erection antl braCing of busses antl hues systems saeAN5VIP'I CuaIIN CMeM, OSB-09 antl et311. k'V Component 6e04 Polka Eazt BNd. Tampa, FL'336f0 Wf. Ntomlolbnwcllcble from Truss Plate InS6Me.218N, Lee Street, Suite 312 Alexandria. VA 2214. Job - - Truss Thus Type , , Cry Ply 24/46/7 INDIAN RIVER EST-- T17689646 2027545 Al2 Hip Truss 1 1 Job Reference (optional) Bimarers Fusteource IPlam Udty, Fly, Plant City, FL - 33557. 8.240 a Jun 8 2019 MITek Industries, Inc. Thu Jul 25 06:43:41 2019 Page 1 ID:xZpBkWmmOHCg6fGUWAKsgmCf2U-HXO6ahLMynedMODtlODv1T2x4thXCPW Dag7vB_yuc_G -1-4-0- 6-4-7 11-0-0 20-0-0 29-0-0 32-4-0 1.4-0 I U-4-7 4.7-9 9.0.0 i 9.00 3-4-0 1 Cl 6 Sx6 = 5x6 = 5x8 = Scale = 1:57.4 11 3x6 G 4X5 5x8 = 3x4 = 2x4 = 3xd = 6.47 11-0-0 20-0-0 29-0-0 32-4.0 6-aa I a-39 .1 9. A I n-e.n I Plate Offsets (X,Y)-- [2:0-2-9,0-1-81, [4i0-6-0,0-2-][5:0-4-0.0-3-41 [6:0-6-0 0-2-e1 r10:04-0 0-3-01 " LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL ' 20.0. Plate Grip DOL 1.25 TC 0.76 Vert(L-) -0.29 12-15 >999 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.81 Vert(CT) -0.6212-15 >623 180 BCLL 0.0 ' Rep Stress lncr YES INS 0.41 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight:. 175 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-6,4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* BOT CHORD 10 11: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* 4-10,6-10:2x4 SP No.2 REACTIONS. (Ib/siie) 2=1264/0-8-0, 8=1189/0-3-8 Max Horz 2=264(LC 10) Max Uplift 2=-655(LC 10), 8=-577(LC 10) Max Gmv 2=1280(LC 15), 8=1189(LC 1) FORCES. (Ib) - Max CompJMax. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-2168/1422, 3-4=-1872/1251, 4-5=-1725/1268, 5-6=-1720/1264, 6-7=-772J545,. 7-8=-1188/828 BOT CHORD 2-12=-1395/1988, 10-12=-1077/1675, 9-10=-421/661 WEBS 3-12=-394/387, 4-12=-120/516, 4-10— 139/287, 5-10=-565/574, 6-10=-844/1261, 6-9=-647/585,7-9=-666/1050 Structural wood sheathing directly applied or 2-2-0 oc purims, .except end verticals. Rigid ceiling directly applied or 5-3-0 oa bracing. 1 Row at micipt 6-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf", BCDL=,S.Opsf; h=15ff; B=45fl; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-&0, Interior(1) 1-843 to 6-9-1, Extedor(2) 6-9-1 to 15-2-15, Interior(1) 15-2-15 to 24-9-1, Extedor(2) 24-9-1 to 32-24 zone; cantilever left and light exposed ;C-C for members and fames & MW FRS for reactions shown;. Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) 'this truss has been designed for a live load of 20.Opsf On the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: , Joint 8SYP No.2 crushing capacity of 565 psi. 73 Bearing at joint(s) 8 considers parallel to grain value using A_NSVTPI 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=lb) 2=655, 8=577. Joaquin Velez PE No.63182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNING -Verily tleslgn pererneters endNFAONOIES ON"as 8a 0VOLUpI'D MrrEK FEFERANCEP OB N674A nee raTlROrs eEPORE USE Design valitl for use only wish MRoIrO connectors. IDis design is based only upon parameters shown, antl Is far an IndNiduaI bu0tling wmponent not a buss system. Before use, me builtling tlesigner must verify the oppliwblllty of tleslgn parameters and properly InWrporate ruts tleslgn Into the overall builtling tleslgn, &acing lntlicated is to prevent budding of lndivitlual buss web and/or chdrtl members only., Atldttlonal temporary antl pennanenibmdng MiTek' Is al ways required far sfabU, and to prevent collapse with possible personal injury antl prapedy tlamago. Far general guidance reQ." the labdca,an, storage, do,Nery, erecr an andbracing of trusses and muss systems, seeANSUIP11 Gu CdMdo, DSl419 end SCSI 6ultlYly l:omPen�nf 6904 Parke Eazt Blvd. .Mr..horn Tnss Plata Inslltute, 2Is N. Lee 3heat, Sulfa 312. Alaxandrlo. VA 22 14. Temps, FL 33610 Job - - Truss - Truss Type -- , . City Ply 24/46/7 INDIAN RIVER EST -- - T17689647 2027545 A13 Halt Hip Truss 1 I Job Reference (opton I) ��••.=m rnmow•---, •...,y„y, r,uin,.,ry, r�-wa•+r, v.a•,v awn ocu I U "11 ren rmoarreu, Inc. I nu aui 40 Uo:4e:92 ZU19 Page ID:xZpBkWmmOHCg6fGUWAKsgaCf2U-IjaUol MJSmUyou4a618Bha7VHOcLmzMlTtTkOyuc_F 4-4.0 4-9-4 9-0-0 15-10.8 22-8-02 29.7.2 3fi-9-0 1-4-0 4-9-4 4-012 6-10-8 6-10.6 6-10-6 7-1-14 a nnR�- 5x6 = 3x4 = 5x6 = 3 19 20 4 21 5 Scale = 1:65.2 46 = 3x4 II 22 623 24 7 m 0 13 ._ .. �,. 8 3.6 = 3x4 = 4x6 = 3x4 = 46 = 30 = 6x8 = &0.0 18.1-13 27-3-11 36.9-0 an n Io...wFF Plate Offsets (X,Y)-- [3:0-3-8,0-2-41, [5:0-3-0,0-3-0] 18:0-4-8 0-3-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Lrd PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TIC 0.65 Vert(LL) 0.31 13-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.42 9-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.12 8 n/a n1a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 183 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 1-3:2z4 SP M 31 BOT CHORD 2x4 SP No.1 'Except' BOT CHORD 10-12: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1428/0-8-0, 8=1353/Mechanical Max Horz 2=297(LC 10) Max Uplift 2=-730(LC 10), 8=-658(LC 10) FORCES. (III) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2437/1489, 3-4=-2110/1473, 4-5=2720/1728, 5fi=-2083/1265 BOT CHORD 2-13=-1467/2089, 11-13=-1806/2707, 9-11=-1669/2581, 8-9=111211731 WEBS 3-13= 181/667; 4-13=-840/403, 5-11=-82/255,5-9=-704/572, 6-9=-340(/83, 6-8=-2027/1309 Structural wood sheathing directly applied or 3-1-9 oc pudins, .except end verticals. Rigid ceiling directly applied or 4-3-1 oc bracing. 1 Row at midpt 4-13, 6-8 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15ft; B=45ft; L=241t; eave=5ft; Cat. II; Exp Cp Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-4-0 to 1-870, Intedor(1) 1-8-0 to 4-9-1, Exte lor(2) 4-9-1 to 13-2-15, Interior(1) 13-2-15 to 33-74, Exterior(2) 33-7-4 to 36-7-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of.20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tal l by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to miss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ph uplift at joint(s) except 61=11I) 2=730, 8=658. - Joaquin Velez PE N0.68182 MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 O WARNING - Kelly dearyn paranefen end READ NOTES ON THIS AND INCLUDED MmEK REFERANCE PAGEMX74M rev. 1D03,2015 BEFORE USE �■�' Design valld for use only WithMiTeke connectors. This design Is based only upon parameters shown and Is for an Individual building component, not ■.�7,-i■q a truss system. Before use, me building designer must verify me oppllcablllty of tleslgn parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of lndNldual huss web and/or chord members only. Additional temporary and permanent bracing MOW Is dwoysrequlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the reelection, storage: delNery, erection and bracing of busses antl buss systems seeANSIRPII Qua[Ss. Cdferb, DSB-89 and SCSI SuldEd D Component 69N Parke East Blvd. Safety Informal ona,,otoble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job - Truss -- - Truss Type - , Oty - Ply 24/46f/INDIAN RIVER EST '- -' • r T17689648 2027545 A14 Hip Tnus 1 1 J 8 R fe a ce (opt on Il o�,men rnswauw= ..l,y, IL), ram Illy, rL-rimer, o.zru s dun o zula MI I all mausmes, Inc. I nu Jul Zb U8:43:43 2019 Page 1 ID:xZpBkWmmOHCg61GUWAKsgaCf2U-Ew7s7NMcUPuLc6NG8pGNku7HpgNE4AtWF7cOGsyuc E -1-0-0 4-2-14 9-0-0 16-2-B 25-1-8 32-4-0 4-2-14 4.9-2 7-2-8 8-11-0 7-2-6 Scale = 1:57.4 46 = 3x4 = 5x6 = 46 = 4 19 20 5 21 6 YJ P3 7 3.6 i 3.8 = 3x4 = 3x4 = 4x6 = 4x6 = 2x4 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip D DL 1.25 Lumber C 1.25 Rep Stress lncr YES Code FBC2017/TPI2014 CSI. TC 0.74 BC 0.79 WB 9.00 Matrix-MSH DEFL. in Verl 0.20 Vert(CT) -0.40 Hom(CT) 0.08 (loc) Well IJd 11 >999 240 9-11 >977 180 8 Na n/a PLATES GRIP MT20 244/190 Weight: 171 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-2 cc bracing. ' WEBS 1 Row at midpt 5-13.7-9 REACTIONS. (Ib/size) 2=126410-8-0, 8=1189/0-3-8 Max Hom 2=297(LC 10) Max Uplift 2=-650(LC 10), 8=-582(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2267/1487, 3-4=-1987/1278, 4-5=-1741/1236, 5-6=-2189/1461, 6-7=-1531/972, _ 7-8=-11311797 BOT CHORD 2-13=-1555/2010, 11-13=-1461/2189, 9-11= 994/1556 WEBS 3-13=-363/354, 4-13=-2031576,5-13=-630/267. 5-11=-173/319, 6-11=-525/713, 7-9=-1136/1793, 6-9= 797/709 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 4-9-1, Exterior(2) 4-9-1 to 13-2-15, Intedor(1) 13-2-15 to 29-2-4, Exterior(2) 29-2-4 to 32-2-4 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be:., Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 2=650, 8=582. Joaquin Velez PE 1,10.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 25,2019 4u WARNWG- Verhydeshan paramete armf READ NOTES ON 7R/SAND INCLUDED MREKREFERANCEPAGE 111b7473niv. lat3sZOISBEFOREUSE Design valid for use only with MOekO connectors. This design Is hosed only upon parameters shown, and Is for on Individual building component. not a hum system. Before use, me building designer must Vimfy ire applicability of design parameters and properly Incorporate this design Into the overall ..Y■■■ building design. BrcOing Indicated is to prevent buckling of Individual hum web and/or chord members only.. Additional temporary and permanent brcchrg MiTek' Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fobrlcotiom storage, delivery, erection and bracing of fusses and hum systems seeANSVTPII Qui8lyy Cmedu. DSE49 mad SCSI Building Component Sooty Inf9mtpfbmvallable from Truss Plate Institute. 218 N. 69N Parka East BNd. Tampa, FL Lae Sheet Suite 312, Alexandria. VA 22314. 33610 Job - Tmss - - Truss Type - , Oty Ply 24/4601NDIAN RIVER EST - T77fie9649 2027545 A15' Half Hip Truss 1 2 ' Job Reference (optional) Builders FirstSource (Plant Clty, FL), Plant City, FL - 33567, 8 2019 MiTek Industries, Inc. Thu Jul 25 06:43:44 2019 Page 1 6.00 12 5x6 = 3x6 = 10 4 5x8 = 5x6 = 196 Scale =1:65.2 3x4 II k 14 13 12 11 10 9 8 3x6 = 3x4 = 2x4 II sire= 6x8 = 3x6 = 4x10 Mi20H5= 4x10 MT20H5= 3-94 7-0.0 14-fi-2 21-10-8 29-2-14 36-&0 3.9-0 3-2.12 7.6-2 7-4-6 7-4.6 7-6-2 Plate Offsets (X,Y)-- 12:0-3-0,0-1-01.13i0-3-0,0-2-0L [5:0-4-0,0-3-01,18i0-4-8,0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Well Vd PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.52 11-12 >853 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.6211-12 >705 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.18 8 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 3671b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except' TOP CHORD 1-3^2x4 SP No.2 BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 2=2887/0-8-0, 8=3035/Mechanical Max Ho¢ 2=243(LC 8) Max Uplift 2- 1824(LC 8),.8=-1897(LC 8) Max Grav 2=3401(LC 13). 8=3491(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6901/3565, 3-0=-6234/3306, 4-5=-9136/4940, 5-6=-6062/3292, 7-8=-459/411 BOT CHORD 2-14=-3264/6135, 12-14=4940/9136, 11-12=4853/8959, 9-11=4853/8959, 8-9=-3292/6062 - WEBS 3-14=-1039/2421,4-14=-3305/1814,4-12=0/473, 5-11=0/460, 5-9=-3217/1733, 6-9=-564/1739, 6-8=-6618/3595 Structural wood sheathing directly applied or 4-4-12 oc pudins, except end verticals. Rigid ceiling directly applied or 6-1-2 oc bracing. 1 Row atmidpt 6-8 NOTES- 1) 2-plytmss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 Do. Webs connected as follows: 2x4 -1 raw 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) Unbalancedroof live loads have been considered' for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=1511; B=45ft; L=24tt; eave=5ft; Cat. II;: Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 89 • 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 41rill fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=1824,8=1897. 12) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 762 lb down and 360 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: IDIV 25 2019 �WARNING-Vedfxdes/gnparavletewend NPADNOTES ON TN/SAND INCLUDED MmEKBEFEBANCEFAGEMR747Jrev. 1fvpao015BEF0NE USE ��' Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and is for an Individual bufftling component. not a frost system. Before use, the bu0ding designer musivedry the applicoblllty of tlesign parameters and properly Incorporate this design Into the overall bullOingdeslgn, Bracing indicated b to prevent buckling of lndividualfruss web antl/or chord members only. Additional temporary end permanent bracing MiTek' B always required farsfabYlry antl fo prevent collapse wtth possible personal lniury and properly damage. For general guidance regarding the fabricatlor stomge: delNery, e,.CV.n and bracing of busses and truss systems, seeAN31/IPII CluallIl1yy CrBMG. DS549 antl BCSI Bultlbp Component 6904 Parke East BNd. Sably Inlormatterrrvo0obls frorc truss Rate Institute. 21B N. Lae Street Suite 312. Alexontlrio. VA 22314. Tampa, FL 33610 Job jPtY9.4/4617EST7:: 2027545 pTruss������Qty Bhilders FrstSource (Plant City, FL), Plant City, FL - 33567, 8240 s Jun 6 2019 Ml I eK Inausur es, Inc. I nu Jul 2b 06:43:44 2019 Page 2 ID:zZpBkW mmOHCg6fGU W AKsgmCf2U-i6hFDjNFFOCDFySiXncG6gTX4k2pecfUnMaoJyuc_D LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads (plf) Vert: 1-3=-54, 3-7_ 120(F=-66), 14-15=-20, 6-14=-44(F=-24) - Concentrated Loads (lb) Vert: 14=-475(F) Q WARNING-Vetlly CesignpammetemanCREADNOTES ON THIS AND DSLUDEOMREKNEFENANCEVAGEMII-7473mv. fo=016 BEFORE USE Design valid tot use only wlih MReI� connectors. AR tlesign Is basal only upon parameters shown. and k for an indlWdual bu0ding component, not - a "ld system. Before use, "' builtling designer must verity Me opplicoblllty of design parameters and propeey Incorporate this design into the overall bulltlNg design, erocing indlcated Bto prevent bucWNg pt individual huss web and/orohortl members oNy. Atltlitlonal temporary and permanent brpdng p�p�k• 1111(TBk• Is always r.glr.d for stebllity antl to prevent collapse"P.-". personal Injury antl properly tlamage. For general guitlanee regartling he 6904 Papa East BrvE. tabrlcotionatorpge; delNery, erection antl bracing offrussesond buss systems seeANSViPl1 CDOINV CMnb, DSlA9 and lRlEuldbp Wmpen�nr Tampa, FL 33610 Sabry intormOlbmvoilobl. from Truss Plate Institute. 218 N. We Sheet. Suite 312. Alexondeo. VA 22 14, Job - Truss Truss Type . Oty Ply 24/4617 INDIAN RIVER EST T77689650 2027545 A16. MONO HIP 1 1 Job Reference (optional) Scale =1:56.3 bUilaers FlrstSource lrlani City, I-L), Plant City, FL-33btir, -1-4-0 7-0-0 13-4. 1-4.0 7-0.0 6.4= ex14 M1`20HS U24U S Jun U 2U19 MI I ex InOustnes, Inc. 1 hu Jul 25 06:43:45 2019 Page'.1 3.6 II 7x1D = 4x12 = 4.6 II 6.00112 3 4 17 5 18 6 19 7 5x8 = 34 II 4.10 MT2DHS = 2x4 11 602 MT20HS = 6x12 MT20HS = 6x8 = zn.n 7-0-ti 1 6-4-14 6-3-2 6-3-2 6.4-14 Plate Offsets (X,Y)- 12:0-1-11,Edpel, [3:04-12,Edge]; [5:0-5-0,04-81. 16:0-3-8,0-2-01. r7:Edge,0-3-81 [9:0-6-0 0-34] LOADING (psf) SPACING- 2-0-0 CSt. DEFL. in (lec) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.56 10-11 >691 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.67 10-11 >579 180 MT20HS 187/143 BCLL 0.0 Rep Stress lncr NO WB 0.94 Horz(CT) 0.20 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 185 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-3: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 *Except* BOT CHORD 9-12: 2x4 SP M 31 WEBS WEBS 2x4 SP No.2'Except' 3-13,4-11,5-10,6-9: 2x4 SP No.3 WEDGE Leh: 2x4 SP No.3 REACTIONS. (lb/size) 8=2630/0-4-0, 2=2490/0-e-0 Max Hom 2=233(LC 8) Max Uplift 8=-1640(LC 8). 2=-1573(LC 8) Max Grav 8=3026(LC 13), 2=2938(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5877/3017, 34=-7262/3911, 4-5=-7256/3905, 5-6=4595/2490, 7-8=-382/337 BOT CHORD 2-13=-2763/5220,11-13=-2774/5261, 10-11=-3731/6908, 9-10=-3731/6908, 8-9=-2490/4595 WEBS 3-13=-271/983,3-11=-1292/2368,4-11=-1033r869,5-11=-237/399,5-10=0/385, 5-9=-2644/1419,6-9=-530/1567,6-8= 5185/2819 Structural wood sheathing directly applied or 2-0-0 oc pudins, .except end verticals. -Rigid ceiling directly applied or M-14 oc bracing. 1 Row at micipt 3-11. 5-9 2 Rows at 1/3 pts 6-8 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; B=45ft; L=24ft; eave=oft Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and night 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 tress has been designed for a 10.0 psi bottom chord live lead nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2.crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 8=1640, 2=1573. 9) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7621b down and 3601b 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). LOAD CASE(S) Standard Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: .Inly 7R 9n1 A Job Truss - - Truss Type '- - , Ply 24/460IA 1NDNRIVER EST T176896502027545 A16 MONO HIPry 1 Job Reference (optional) BDilders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 Mil Industries, Inc. Thu Jul 25 0643:45 2019 Page 2' ID:)(ZpBkW mmOHCg6fGUWAKsgrzCf2U-AIFd03Ot0083rPXfFEIrpJCZnU2oY5KojR57Klyuc_C LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads (plQ Vert: 1-3=-54, 3-7=-118(F=-64), 13-14=-20, 8-13=-44(F=-24) - Concentrated Loads (lb) Vert: 13=-475(F) Q WARNWG-VerdydeS/Snpsre..Wn;and READ NOTES ON TNISAND111CLUDEOMREKREFERANGEPAGEMX7473 re¢faN oisgEFORE066. /��' Deslgnvalid for use onlywith MBek®connectors. filedeslgo lsbased only upon parometersshown, and is for onindMdual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate Vis design Into the overall i.R4'YI� bulldingdesign. Bracing Indicated is to prevent bucking ofIndividual truss web and/or chord members only. ,Additional temporary and permanombrocing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quo BN CMBM, DSB49 and BCSI Building Component 69M Fade East BNd. Safety Infoenationavollable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22914, Tampa, FL 33610 Job -- - Truss Truss Type - Oty Ply 2414617 INDIAN RIVER EST T17689651 2027545 B01 Common Thus 1 1 Jab Reference (apt'onap Builders Fustsoutce (Flam City, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 06:43:46 2019 Page 1 ID:xZpBkW mmOHCg6fGUWAKsgmCf2U.eVp7dPPVnKGwTZ5rpyp4LXIuHuZLHldyxsrgtByuc_B 20.8.0 22-0-0 1-4-0 10-4.0 10.4.0 1-4-0 Scale = 1:39.1 4x6 19 18 17 1615 14 13. 12 uxr - 2x4 It 2x4 II 2x4 II ax4 = 2x4 II 2x4 11 2x4 11 2x4 11 20-8-0 Plate Offsets (X,Y)- [6:0-3-2,0-2-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too). Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.28 Vert(LL) 0.00 11 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Hom(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 104 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 P BOT CHORD .Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-8-0. (Ib) - Max.Hort 2=-215(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 18,13 except 2=-173(LC 10), 17=-104(LC 10), 19=-174(LC 10), 14=-104(LC 10), 12=-174(LC 10), 10=-173(LC 10) Max Grav All reactions 250lb or less atjoint(s) 2, 15, 17, 18, 14, 13, 10 except 19=339(LC 15), 12=338(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-99/374, 6-7=-99/374 WEBS 5-17=-143/302, 3-19=-239/337,7-14=-141/302, 9-12=-239/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15h; B=45ft; L-241t; eave=2f; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1-4-0 to 1-8-0, Exterior(2) 1-8-0 to 7-4-0, Comer(3) 7-4-0 to 13-4-0, Extedor(2) 13A-0 to 19-0-0, Comer(3) 19-M to 22-0-0 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) : This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion 'protection is required, and Gl85 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to vedfy suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 40) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 13 except at=lb) 2=173, 17=104, 19=174, 14=104, 12=174, 10=173. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNWG-Vedlydeslgn p vameferseed READ NOTES ON TR/SANDINCLUDED MNEKREFERANCEPAGEMIP74TJ rev. 104)WO15BEFOREUSE ��AA Design valid foruseanlywlih2Mconnectors. rhlsdeslgnlsbasedonly upon parameters shown,andUforan indviduol bulldIng component not atnpss system. Before use, me bulltling tleslgner must verity the appllcablilN of design parameters and propetly Incorporate this design Into Me overall bWltllrgdeslgn, 8racinglndlcatetlLstoprevenlbucWingoflndNidualtluuwebond/archortlmembersonly. Atldilonaltemporaryantlpermanenibracing B alwovs.regulre0 for stablllN ondtopreventcollapse w4h possible personal ln7ury antl property tlamage. For genertl guidance. ordinglhe fobrlco8on, storage: delivery, erection and brocing orhusses and huv systems, seeANgUryll Cuolky Om�M, OSB41S and kC51 Eutdhp ComPan�nf gobM Inrplmafbnwolloble hom Truss P Irismals218N.LeaSheet.6ulte 312, AJexontlrlO. VA 22314. -.Y�• MiTek' 6934 Parke East BNB. Tampa,FL 33610 Job Truss Truss Type City Ply 24/4617 INDIAN RIVER EST T17689652 2027545 B02. ROOFTRUSS 6 1 Job Reference (optional) BIDIder5 Flim Source (Plant City, FL), Plant City, FL-33567, 8.240 s Jun 8 2019 MITek Industries, Inc.. Thu Jul 25 06:43:47 2019 31 Scale =1137.6 3x4 = zx4 N 3x4 = 2x4 1l 3z8 = 3x6 = IT Plate Offsets (X,Y)-- [4:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.35 10-13 >713 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.4310-13 >574 180 BCLL 0.0 ' Rep Stress Inca YES WB 0.38 Hom(CT) 0.03 6 Na Na BCDL 10.0 Code FBC2017rrP12014 Matnx-MSH Weight: 88lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=837/0-8-0, 6=837/0-8-0 Max Horz 2=-215(LC 8) Max Uplift 2=462(LC 10). 6— 462(LC 10) Max Grav 2=842(LC 16), 6=842(LC 17) FORCES. (lb) -Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12611731, 5-6=-1260/731 BOT CHORD 2-10=-421/1106, 8-10=432/1045, 6-8=-421/1120 WEBS 3-5— 1168/986, 3-10=0/300, 5-8=0/300 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0.oc pudins. BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1.8-0, Interior(l) 1-8-0 to 7-4-0, Extenor(2) 7-4-0 to 134-0. Interior(l) 134-0 to 19-0-0, Exterior(2): 19-0-0 to 22-0-0 zone; cantilever left and night exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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, with BCDL= 10.0psf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=462,6=462 7) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNNG-Vedryde9gnybramleleo4nd READNOMS ON MOANDINCLUDFDMIFEKREFERANCEPAGEM&7473me 10032015BEFORE USE Design valid for weany with ,MRekO connectors. This design Is based only upon parameters shown, and S for an Individual building component, not a imss system. Before use, the building designer must verify Me applicability of design parameters and properly Incc porale firs dwlgn Into the overall building design. Bracing Indicated Is to prevent buckling of lndrvlduol thus web and/or chord members only. Additional temporary and permanent brocing `•f. �Ct MOW Is always requked for stabnity and to prevent collapse with possible personal Injury and property damage. For general outdone regarding Ma fabrication, storage. delivery, erection and bracing of trusses and euss systems, saeANSVn I1 Quality Criteria, DS3419 and SCSI Building Component Safely Infomictlom rvoilable from I"= Rate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314. 6909 Parke East Blvd. Tampa, FL 33610 Job Truss - Truss Type - I . Cry Ply 24/4677 INDIAN RIVER EST - T77689653 2027545 BD3 ROOFTRUSS 4 1 Job Reference (opiiona0 nilders FlrstSOUMB (viand Olty, FL), Plant City, FL - 33567, 8.240 s Jun 8 2019 MITek Industries, Inc. Thu Jul 25 06:43:48 2019 Page 1 ID:xZpBkW mmOHCg6fGU W AKsgmCf2U-abd25011xW eitFD)uMrZRyg4kh5wtb6FPPKnx4yuc_9 -14.0 5-5-0 104-0 15.2-12 20-3-8 14-0 5.5.4 4-10-12 4-10-12 5.0-12 IN Scale =1:36.8 3x4 C 2x4 // 3x4 = 2x4 \\ 3x6 = 4x6 = 6 1a Plate Offsets (X,Y)-- [4:0-2-15,0-1-81, [6:0-0-0,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.36 9-15 >677 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76. Ven(CT) -0.47 9-15 >522 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matdx-MSH Weight: 86lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 6=748/0-3-8, 2=825/0-8-0 Max Horz 2=207(LC 9) Max Uplift 6- 353(LC 10), 2=-459(LC 10) Max Gram 6=758(LC 17), 2=831(LC 16) FORCES. (lb)' -Max. CompJMax_ Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 122l/740, 5-6=-1219/737 BOT CHORD 2-9=-509/1053, 7-9=-519/992, 6-7=-508/1061 -. WEBS 3-5=-1106/1003, 3-9=0/299, 5-7=0/283 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD .Rigid ceiling directly applied or 7-7-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst; h=1511t; B=45ft; L=24ft; eave-oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 7-4-0. Exterior(2) 7-4-0 to 13-4-0, Interior(1) 13-4-0 to 17-3-8, Exterior(2) 17-3-8 to 20-3-8 zone; cantilever left and light exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 1001b uplift at joint(s) except QtFlb) 6=353, 2=459. 7)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 WARNING -Veritydes/gnperame(eraead REAONOTES ON TN/SANOWCLUOEOM? KNEFENANCEPAGEMIP7413rev. 104MWI5 BEFORE USE assign valid for use only with Mirek®connactors. IN design is based only upon parameters shown, antl is for an Ind --dual butdin9camporent. not a fruss system. Before use, Me bWtling tles'gner must vetlty the applicaty of design Parameters and properly lncorpomte ms design Into the overall �VY�r�• bultling tlesign. Bracing lntllcatetl 4to prevent buckling of lndMdualtnrss web andlor chord members oNI.. Atltlitional temporary and permanent bracing M1Te R• IS always requiretlfor stablllN antlta prevent collapse with possible persahot Njuryand propeM tlamage. Fat general gultlance regartling he fobticollon sromge: delivery. erectlon antl broG g of incases and buss systems, seeAN3UR11 Du CMrrM, DtI.fl od BC91 euadbp Componmf 6909 Perks East Blvd. ItalNv bsfonnelblsivoiioble ham Thus Rate Institute. 216 N. Lee Srreat Suite 312 Aiexondrlo. VA 22314. Tampa, FL 33610 Job - - Truss Truss Type Dry Ply 24146/7 INDIAN RIVER EST -- • T77689654 2027545 C01 GABLE 1 1 Job Reference (optional) taunaers rlrstouumu lrmm s ny, rL1, non 1.1y, IL- JmoI, 0.19U 5 Jun 0 1U1 a MI I eK mpusmeS, Ime. 1 n0 JUI ZS Uti:43:49 dOl9 Page 1 d1 3x4 i 2x4 II 4x6 6.00 12 6 2x4 11,g 5 3x4 = 2x4 II 2x4 II 2x4 II 7 . 3x4 II 2x4 11 s 2x4 11 1.5xS STP= 6x6 = &4-11 16-8-0 77-3A 244A 24-8-0 r a.a.n aa-4 z v.aso 'Mn Scala =1:54.8 Plate Offsets (X,Y)-- f2:0-2-10,0-1-81, f3:0-3-0,0-341 (6:0-3-2,0-2-01 (11:0-2-0 Edgel LOADING (pso SPACING- 2-M CST. DEFL in (too) Vdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.18 21-32 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.2521-32 >812 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress lncr YES WB 0.34 Horz(CT) 0.07 11 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 152 lb FT=20% LUMEIER- TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP N0.2 *Except* B-16: 2x4 SP No.3, 11-15: 2x4 SP No.2 P WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=396/0-3-0,16=858/0-8-0,2=715/0-8-0 Max Hom 2=253(LC 9) Max Uplift 11=400(1-C 10), 16=-556(LC 10), 2=-399(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 22, 23, 24 FORCES. (lb) - Marc Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-940/507, 5-6=-143/295, 6-7=-160/306, 7-8=-1741299 BOT CHORD 2-21=331/896, 19-21=-332/893, .18-19=-332/893, 17-18=-332/893, 16.17=-332/893, 15-16=462/652, 8-15=-435/405 WEBS 3-21=0/357,3-24_ 876/507,23-24=-828/483,22-23=-862/511,22-25=-875/495, 16-25=-859/492 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psk BCDL=5.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 114-0, Exterior(2) 114-0 to 17-2-5, Interior(1) 17-2-5 to 23-0-0, Exterior(2) 23-0-0 to 26-0-0 zone; cantilever right exposed; end vertical right exposed; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60' 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP1 1. 4) All plates are MT20 plates unless otherwise indicated. 5).Gable studs spaced at 2-D-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. b)•Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment maybe used if it does not corrode the plates. if ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and 'G185 galvanized plates may be used with this design. Incising factors have not been considered for this • design. Building designer to verify suitability of this product for its intended use. 9) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 6t=1b) 11=400, 16=556, 2=399. Joaquin Velez PE No.66182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 AWARNWG-VeUry de9Dn Puemefere4nd READ NO7E5 ONTN/S AND INCLUOED NREK REFERANCE PARE M67<YJre¢1(Wd401S BEFORE USE peslgn vplitl for use oNy w `h M8e"' connectors. The tleslgn k based oNy upon parameter shown, and 6 foran IntlNltlual bulld ng component not a}Toes system.Before use. Me bu0tlla tdesigner mustved the applicability of tleslgn parameters antl properly Incorporate MIS tleslgn Info Me ov¢mll tleslgn, Brodng lntllcafetl lsto budding lntlNltlwltnt55 Additbnal bu0tling prevent of web and/orchattl members only.. temporary and permanent bracing a always mqulred for stob0lry and to prevent collapse w8h posvbI persor� Inlury and propeM tlomoge. For general gultlance regortling jr. MfTek• fabrkatlon, storage: tlelNery, erection and bracing of trusses antl true systems, seeANSVB'll Cua18r CrMM. DSa4 and aC51 M In Campen..1 69" PeMe East Bbtl. 9o1Hy W..Olbrtw.".bl. from Truss Rate Ire6Me, 218 N. Lee sheet. Suae 312 Alexontlrlo, VA 22 14. Tampa, FL 33610 Jab - - Truss - - Truss Type Cry Ply 24/46!/INDIAN RIVER EST - - T176B9656 2027545 CO3 SPECIALTRUSS 1 1 Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL - 33567, 8.240 5 Jun 8 2019 MITek Industries, Inc. Thu Jul 25 06:43:51 2019 Scala= 1:55.1 6.00 12 5x8 11 30 2k4 11 3x4 = 3k4 _ 1.5x8 STP = 6.8 = zaao ednz e1a1a taco taeo nap zaso 23,a-e e-a-1z€ ss-z I zz sznz too Plate Offsets (X,Y)-- [2:0-2-10,0-1-81, [3:0-3-0.0-34], [4:0-5-8,0-2-81. [6:0-1.4,0-0-21,16:0-0-4,Edue1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.18 12-15 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.27 12-15 >761 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress [nor YES WB 0.72 Horz(CT) 0.02 6 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 130 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-9:2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=703/0-8-0, 9=867/0-8-0, 6=399/04-0 Max Horz 2=253(LC 9) Max Uplift 2=430(1-C 10), 9=413(LC 10), 6= 513(LC 10) Max Grav 2=703(LC 1), 9=867(LC 1), 6=402(LC 20) FORCES. (lb) - Max CompJMax. Ten. -All forces250 (Ib) or less except when shown. TOP CHORD 23--903/578, 34=-315/400, 4-5=-165/400, 5-6— 129/282 BOT CHORD 2-12=-399/827,.10-12=-399/825, 8-9=-348/537, 5-8=-305/333 WEBS 3-12=0/333,4-10=-212/477,3-10=-724/471,4-9=-639/103 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ff; B=45ff; L=24ff; eave=411; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-8-0, Interior(l) 1-8-0 to 114-0, Exterior(2) 1 "-0 to 17-2-5, Interior(1) 17-2-5 to 23-", Exterior(2) 23-0-0 to 26-0-0 zone; cantilever left and right exposed; end vertical right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-" wide .will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 6 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Qt=lb) 2=430, 9=413, 6=513. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNING- Vedfydeslgnparemerersend READNOTESONTHISANDNCLUDEDMHEKREFERANCEPAGEMIL7M RV. loolo215BEFOREUSE Design valid for use only vrh MITek4D connectors. This design a based any upon parameters shown and Is for an Individual building component, not a hum system. Before use, me building designer must verify the opplacotly of design parameters and properly Incorporate this desgn into he overall WE bulichgdesign. Bracing Indicated is to prevent buclang of individual trusweb and/or chord membars only. Additional temporary end permanent bracing MiTek' Is always required for stability and to prevent collapse wih possible personal injury and property damage. For general guidance regarding the fobricatiort storage, delivery, erection and bracing of Chimes and hum systems, mOANSVrPl1 Cuaply Crlhda, DS549 and BCSI building Component fi904 Parke East aNtl. East B Safety Warmatbrgvol able from Truss Plate Imtltute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314.33610 Tempe, FL Job Truss Truss Type City Ply 24/46/7 INDIAN RIVER EST - T17689657 2027545 C04; Special Truss 1 2 Job Reference (pt' n 8 Ounfler5 First50urce (Plant lnty, FL), Plant City, FL- 33567, •-1.4-0 . 7-1-e s Jun 82019 MiTek Industries, Inc. Thu Jul 25 06:43:522019 Page 1 7x10 O Seale = 1:54.3 8 to d N 1.5xB STP= 3.12 MT20HS 11 7x1U = 1Ox12 = 1.5x8 STP= 5x8 = 4xl2 11. 7-1-8 10-i-12 14-4-1 lisle.' 17-3A 21114 28.8.0 24-q-0 74-8aa-a I pa.n Plate Offsets (X,Y)-- [2:0-1-11,Edgel,13:0-2-4,0-3-0L [8:0-1-8,0-7-101 [l l:0-3-8 0-5-01 112:0-5-0 0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.22 13 >943 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(GT) -0.23 13 >888 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(CT) 0.05 10 Na rJa BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight:306 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-12: 2x6 SP M 26, 6-10: 2x4 SP No.3,10-12: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 4-12,5-11: 2x4 SP No.2 SLIDER Right 2x6 SP No.2 1-11-12 REACTIONS. (lb/size) 8=205/0-4-0, 2=4297/0-8-0, 10=0431/0.8-0 Max Hom 2=241(LC 7) Max Uplift '8= 257(LC 8), 2=.3063(LC 8), 10=3897(LC 8) Max Grav 8=210(LC 18). 2=4730(LC 13), 10=7196(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD .Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS IFlow at micipt 4-11,.5-10 FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 256 (Ib) or less except when shown. TOP CHORD 2-3=-9942/6374, 3-4=-7181/4261, 4-5— 2789/1612, 5-6=-129/265, 6-8=-251/190 BOT CHORD 2-13=-5705/8974, 12-13=-5599/8842, 11-12=-3579/6310, 10-11=-1230/2491, 9-10=-466/485, 6-9=-410/367 WEBS 3-13=-3200/3983,3-12=-3844/3126,4-12— 3857/6390,4-11=-5967/3671, 5-11=-3917/7489, 5-10= 6895/3416 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-2-0 oc, Except member 12-3 2x4 -1 row at 0-9-0 oc, member 4-12 2x4 -1 row at 0-9-0. oc, member 11-4 2x4 -1 row at 0-9-0 oc, member 11-5 2x4 -1 row at 0-9-0 oc, member 10-5 2x4 - 1 row at 0-9-0 oc. 2) All, loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to .ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical right exposed; porch right 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 nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tal I by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearings are assumed to be: , Joint 8 SYP. No.2 crushing capacity of 565 psi. 9) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except at=lb) 8=257, 2=3063, 10=3897. Joaquin Velez PE No.68182 MiTek USA, Inc FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 25,2019 0 WARNING-Vedfydegnpemmefea.dR( ONOTES ON TNISANDNCLUDEDM?KREFERANCEPAGEMLL74mJ . 1e934015BEFOREUSE. • Design valid for use only with MBek®connectom. This design k based only upon parameters shown and h for on Individual buliding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate thls design Into the overall buldingdesign, gracing Indicated Istoprevent buctringofIndividual trussweb and/or all members only. ,Additional temporary and permanent bracing MiTek' is olwaysrequlred for stabllity, and to prevent collapse with Possible personal Inlury and property damage. For general guidance regarding the fabrication, storage: delivery, ereonon and bracing of trusses and buss systems seeANSVWII Cualtly Cdferb. OSS49 and 5CS1 Building Component 6904 Palle East Blvd Safety Informanonavotabie from truss Plate Institute, 218 N. Lee Street Suite 311 Alexandria, VA 22314. Tampa, FL 33610� Jab - Truss _ - Truss Type -' - Ciy Ply 24/46/7 INDIAN RIVER EST T77689657 2027545 C04 Special Truss 1 2 Job Reference footionall builders First5ource tmam City, FL), Plant City, FL- 33567, 8.240 s Jun 82019 MiTek Industries, Inc. Thu Jul 25 06:43:52 2019 Page 2 'NOTES- ID:xZpBkWmmOHCg6fGUWAKsgaCf2U-TeAGuSTGMA03BUZ?ACwVbo?mwQmhllgK1174ryuc 5 12) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 31571b down and 3001 Ito up at 7-1-8 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. LQAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-8=-54, 2-13=-20, 13-22— 657(F= 637), 1019-14= 20 Concentrated Loads (Ib) Vert: 13=-3009(F) O WARNING- Verity deagnperemelere end REAUNOTES ON MIS AND INCLUDED Mn`EKREFERANCEPAGEM11I-74TJmv. 1e1112015BEFOREUSE valld for use only with WOO connectors. The design Is based only upon parameters shown, and 6 for on Individual Eulding component. not Met a truss system. Before use, the building designer must verify Me appllCobllity of design parameters and properly hi tints design Into the overall building design. Bracing indicated is to prevent bucWing of Individual from web and/or chord members only.. Additional temporary and Permanent brcchg MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobrication: storage, delivery, erection and bracing of Trusses and hum systems seeANSUD91 Quo" y CMedo. DS549 and SCSI Building Cemparrent Safety lnfom aftno ollabie from Truss Rate institute, 218 N. Ise Street. Sulfa 312 Alexcntlrla. VA 2]314. - 6904 Pane East BNd. Tampa, FL 33610' Truss Truss Type Ory Ply 24/4617 INDIAN RIVER EST T17689658 2027545 C05 COMMON TRUSS 1 1 Job Reference (optional) Builders FlrstSourC9 (Plant City, FL), Plant City, FL- 33567, • . .1-4-0 _ 8.8-0 8.240 s Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 05:43:53 2019 Page 1 Scale=1:32.4 46 1 2x4 II 2x4 11 2x4 11 5x6 = 2x4 11 2x4- II 20 II Plate Offsets (X Y)- 16:0-3-2 0-2-01 (15:0-3-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too). Well L/d PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.22 Vert(-L) -0.00 11 nIr 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 H012(CT) 0.00 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Weight: 85 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0.oc pudins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-4-0. (Ib) - Max Horn. 2=185(LC 9) Max Uplift All uplift 100 to or less all 16, 18, 14. 12 except 2=-163(LC 10). 17=-104(LC 10). 13=-104(LC 10), 10= 163(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 2, 15, 16, 17, 18, 14,13, 12. 10 FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib)or less except when shown. TOP CHORD 5-6=-83/327, 6-7=-83/327 WEBS 5-16=-134/293, 7-14- 132/293 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ff; B=451t; L=24ff; eave=21t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 1-8-0, Exte lor(2) 1-8-0 to 5-8-0. Comeg3) 5-8-0 to 11-8-0; Extedor(2) 11-8-0 to 15-8-0, Comer(3) 15-84) to 18-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber D0L--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 StandardIndustry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 Do. 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 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide • will fit between the bottom chord and any other members. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment maybe used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verity suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 18, 14, 12 except (jt=lb) 2=163, 17=104, 13=104, 10=163. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 25,2019 Q WARNING - Velily Ces]98yereme1xns.d BEAONOTES ON Till INCLUDED MMFKREFERANCEPAGEM674TJmx.]aTYl01SBEFORE USE �■■ Design valld for use only with MTek®connectors. I" design is based only upon parameters shown, and is for an lndlNdual bullding component.not a Cuss system. Before use, the building designer must verify line appllcab[ Ity of design parameters and properly Incorporate this deslgn Into me overall burchg desgn. Bracing Indicated a to bucking Individual thes web members only.. Additional temporary and bracing ■F_�#.Yg6■i ' MiTek' prevent of and/archord permanent Is always required for stability and to prevent collapse with possible personal Njury and property damage. For general guidance regarding the fobriconon, storage. delNery, erection and bracing of trusses and buss system& seeANS film Quality Cr le, D9 4B9 and BCSI Buldlra Component 6904 Parke East all Tampa, FL 33610 Sably lnlormalbmvoiloble ham Truss Plate Institute. 218 N. Lee Street, Sella 312. Alexandria. VA 22314. Jpb Truss Truss Type - • Cry Ply 24/46l7 INDIAN RIVER EST T17669659 2027545 C06 COMMON TRUSS 1 1 Job Reference (optional) blulaeM Flrslbource train Ulty, FL), HIM Glty, hL-33bbl, d.Z4U 6 Jun d ZUl9 MI I eK Im mSInes, Ina. 4 nu Jul 2b Ua:43:54 2019 Page 1 I 5x6 3 3x6 = 5x6 = . 3.6 = 8-8-0 17-4.0 a.a.n Scale: 3/8'=1' ]g Plate Offsets (X Y)-- f2:0-" 0-0-21 f3:0-3-e 0-2-81 f4:0-2-12U-1-81 16:0-4-00-0-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc). I/dell LJd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.19 6-12 >999 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.78. Vert(CT) -0.32 6-12 >641 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 4 Na Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 65 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=713/0-8-0, 4=713/0-8-0 Max Horz 2=185(LC 9) Max Uplift 2=-403(LC 10). 4=-403(LC 10) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-917/569, 3-4=-917/569 BOT CHORD 2-6=-258i737, 4-6=-25a/737 WEBS 3-6=-3/404 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD .Rigid ceiling directly applied or9-3-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 5-8-0, Extedor(2) 5-8-0 to 11-8-0. Interior(1) 11-8-0to 15-8-0, Exterior(2) 15-8-0 to 18-8-0 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 nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding100 lb uplift at joint(s) except (jt=lb) 2=403, 4=403. Joaquin Velez PE N6.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNNG-VetlfydeslgnpammebmanCREADNOTESONTNISANDINCLUDWO KREFERANCEPAGEMIP74TJmv. 16M11015BEFOREUSE �■■ Devgnvalle foruse onlyvdth Mnelf9connectors. Tradeegn III only upon parometemshown, and II; for an Individual bullding component. not afnrss system. Before use, the building designer must verify the applicability of design parameters and propefly Incorporate thls tleslgn Into the overall building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only.. Additional temporary and permanent bracing {Lp WOW b always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobticallorl storage; delivery, erection and bracing of trusses and truss systems. seeMSUIPII Cuallly Criteria, DS349 and SCSI Building Component 6904 Pella East Blvd. Safety tnfonnalbrpvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 sType4Ply 24/46f7 INDIAN RIVER ESTT77689660 ;�=TC=Jl JACK OPEN TRUSS 4 1 Job Reference (optional) tlWmers FIrs1.7oume(nam uty, rL), Plant Glly, VL-JJb57, J.z4u s Jun 62U19 MI I eK Inaustnes, Inc. I nu Jal 25 Ub:43:552019 Pagel ID:xZpBkWmmOHCg6fGUWAKsgaCf2U.tDsPW UW 8f5Pe2ylarKTCDOdSGW fsurGHO?W@Wyuc_2 • -1-4.0 0-11-4 1.4.0 0-11-4 Scale =1:7.6 0.11-4 0.11.4 Plate Offsets (X,Y)-- I2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Ld PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TIC 0.20 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 5 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-Wechanical, 2=158/0-8-0; 4=-15/Mechanical Max Ho¢ 2=79(LC10) Max Uplift 3=-3(LC 1),2=-195(LC 10). 4=-15(LC 1) Max Gmv 3=20(LC 10), 2=158(LC 1), 4=44(LC 10) FORCES. (lb) -Max CompJMax Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L--24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to Imes connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except (jt=lb) 2=195. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33670 Date: July 25,2019 4al: Truss Truss Type - , e OtY Ply 2414617 INDIAN RIVER EST T77689661 2027545 CJ1P JACK -OPEN TRUSS 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, B.240 s Jun 8 2019 Mil Industries, Inc.. Thu Jul 25 06:43:55 2019 Page 1 ID:xZpBkWmmOHCg6fGUWAKsgr Cf2U4DsPWUW8f5Pe2ylarKTCDOdSGWfsurOH07WfhAyuc 2 -1-4-0 0-11-4 r 7-4-0 0-11-4 Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00. Horz(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/sze) 3=-3/Mechanical, 2=158/0-3-0, 4=-15/Mechanical Max Horz 2=79(LC10) Max Uplift. 3=-G((.0 7), 2= 213(LC 10), 4=-22(LC 15) Max Grav 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 2) This truss has been designed for a 10.0 psi 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at jomt(s) 3, 4 except Qt=lb) 2=213. Joaquin Velez PE No.66162 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 25,2019 Q WARNING-Verlrydeelgeparametersend REAONOTES ON TNISANO INCLUDED MBEKREFERANCEPAGEMII-T4Tdre¢ 1e082015BUORE USE '�■�' Design vold for useorly with MOeM connectors. This deslgnis based oNy upon pammetersshcw grid is for on Individual building component, not a truss system. Before use, Mebul , ltling designer must verify the applicability of design parameters and properly incorporate Poll design Into the overall +.<=M�1"� buscingdeslgn. Real Indicated Is to prevent bu ldingoflndlNduoltnssweband/or chord members only.. Additional temporary and permanent bracing M7T®k' Is always required for stabYlN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage: delivery, erection and bracing of trusses and truss systems, seeANSUIPII Cue Criteria, DSB49 end BCSI Building Component 6904 Perri East all Safely Inter nations ble from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610� b Truss Type - - - 1 Cry Ply 24/4617 INDIAN RIVER ESTT77689662 'Truss r20 27545 CJ3 Jack -Open Truss 4 1 Job Reference foot'onall Uar. —Y, rll, Ihaar hy,'l ...... 4U a JUII a LU I U MI I ax measures, mo. I nU Jul Ca up.go.bo LUIa Page 1 ID:xZpBkWmmOHCg61GUWAKSgmCf2U-LOOnkgWmOOXVf5smP27Rle9dOw_ldlgOFfGCDcyuc 1 Scale ='1:12.7 LOADING (PSI SPACING- 2-" CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1-25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress h cr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3= 52(LC 10). 2=-157(LC 10) Max Gmv 3=68(LC 15), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- r TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L-24ft; eave=4ft; Cat. II; Exile C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber.DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections.. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) 2=157. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: July 25,2019 Q WARM Ver/lydeslgn P mmerem Bad RE4D NOTES ON 7NISANDINCLUDED MmEICREFERANCEPAGEMIF7473 env. 101AY1015aEFOREUSE �■�' Design void for use arty with MirsMconnectors. This design is based only upon parameters shown, and is for an Individual building component, not 'a huss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into roe overall iF�•j�q building design. Bracing Indicated is to prevent bucking of Individual huss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is olways required for stability and to prevent collopse with possible personal Injury antl property damage. For general guidance regarding the fabrication storage. Calvary, erection and bracing of trusses and truss systems. seeANSVaIll Quality CMsdu. D35d9 and SCSI Building Component 69U Perks East Bl Safety Informationovoloble from Truss Plate Institute, 218 N. We Street, suite 312 Alexandria, VA 22314. Tame, FL 33610 Job. - Truss Truss Type r . s City Ply 2414617 INDIAN RIVER EST T17fi89fi63 2027545 CJ3P JACK -OPEN TRUSS 4 1 Jos Reference (optional) Builders FirstSource (Plant City, FL), Plant City. FL - 33567, 8.240 s Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 05:43:57 2019 Page 1 ID:xZpBkWmmOHCg61GUWAKsgaCf2U-pc 9xAKOBi1MHFRyylWgldolKJrMIwaTJ7mm2yuc 0 -1.4-0 2-11-4 1-4-0 2-11.4 Scale = 1:12.7 2,11.4 LOADING (pso SPACING- 2-0-0 CSI. -DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0. Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Corte FBC2017/17PI2014 Matdx-MP Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=59/Mechanical, 2=195/0-3-0, 4=30/Mechanical Max Harz 2=132(LC 10) Max Uplift 3=-62(LC 10), 2=-212(LC 10), 4=-41(LC 7) Max Grav 3=61(LC 15), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; 3=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 1001b uplift at joint(s) 3, 4 except at=lb) 2=212. Joaquin Velez PE NO.6a182 MiTek USA, Inc. FL Cott 6634 6904Parke East Blvd. Tampa FL 33610 Date: July 25,2019 WARNING-Vedry Oeslynpauvrefemend READNOTES ON MMANDMCLUDOMPKREFERANCEPAGEMb74Mmx. Radial BEFORE USE Designvolld forum cnlywith MpeMcorneators. rhudesign lsbosed only upon paromefersshown, and .Isfor an Individual building component not �- ,a buss system. Before use, Me building designer must verify the appllcolok y of design parameters and property Incorporate thu design Into me overall building design. &acing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B always required for Mobility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrloatloa. storage. delivery. erection and bracing of trusses and truss systems meAN6U1P11 Qualtiv Criteria, OS!-09 and 1C31 lultlbp Component 69NTarn Pella Bmd. xbfy mlarmalbrysvolloble from Truss Plate Institute, 218 N. We Street Suite 312 Alexondrlo, VA 22 14. 3East361 Tampa, FL a36t0 Job -" - - Truss Type • ' Oly Ply 24146O INDIAN RIVER EST - - - jTnuss T17689664 2027545 5 Jack -Open Truss 4 1 Job Reference (optional) tlun0ers Flfsibour6e lriant Uty, FL), Plant Gny, FL- J3b6(, a 3x4 = a.G4u a dun a Zuiv MI I eK mouslnes, Inc. J nU JUI Zb Ub:43:bt 2019 Page 1 Cg6fGUWAKsgmCf2U-pc_9xAXO0ifMHFRyylWglnll KGhMIwaTJ?mm2yuc_0 Scale=1:17.6 LOADING (Psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.44 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 18lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) _ 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Harz 2=185(LC 10) Max Uplift 3=-107(LC 10). 2=-167(LC 10) Max Grav 3=127(LC 15), 2=262(LC 1).4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45D; L=24tt; eave=4f ; Cat.. 11; Exp C; Encl.. GCpj=0.18; MW FRS (directional) 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 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) Bearings are assumed to be: Joint 3 SYP No.2.crushing Capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11b) 3=107, 2=167. Joaquin Velaz PE N0.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: - July 25,2019 Q WARNING - Verity design yeramehrs end READ NOTES ON THIS AND INCLUDED MITEK NEFERANCE PAGE NIF74TJ rev. fD21mis&&FORE USE. u Design valid for use only win M179M connectors, ibis design Is based only upon parameters shown, and Is for on Individual building component not [�� but th a truss system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate the design Into the overall , bulltling design. Bracing Indicated U to prevent bucsing of Individual truss web antl/or chord members only.. Additional temporary and permanent bracing e always required for stobllHy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me MiTek- ' fobricanon, storage; delivery, erection and bracing of trusses and truss systems. seeAN3VIP11 Cualtly CmedD, DSB49 and SCSI Building Component 690 i Palle East Blvd. lofe Infelmc navollabie from Truss Plate Insfitute, 218 N. We Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job, - - Truss - - Truss Type - - • ' City Ply 24/4W INDIAN RIVER EST '- T17689665 2027545 EJSP JACK -OPEN TRUSS 3 1 Job Reference (ooConalt em nm,���,K v ,o��w,ry. r�l. Want wY, ry ouoor, 0.44UbdLal o as i a mu ex maa5Tae6, ma..I nu aw eo uo:aa:ots zU19 page 1 p Scale = 1:17.8 Plate Offsets (X,Y)-- 12:0-0-4,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(L-) 0.13 4-7 >466 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(CT) 0.11 4-7 >533 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n1a Na BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-13-0 oc bracing. REACTIONS. (IWsize) 3=113/Mechanical, 2=264/0-3-0, 4=59/Mechanical Max Hors 2=187(LC to) Max Uplift 3=-123(LC 10), 2=-263(LC 10), 4=-76(LC 10) Max Grav 3=117(LC 15), 2=264(LC 1).4=88(LC 3) FORCES. (lb) - Max. CompJMwc Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ff; B=45ft; L=24f : eave=4ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections.. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joints) 4 except Qt=lb)' 3=123. 2=263. Joaquin Velez PE No.68182 MTek USA, Inc. FL CeR 6634 6904 Parks East Blvd. Tampa FL 33610 Date: July 25,2019 Q WARNING -Verity design parametersandREAD NOTES ONTNEiAND1NCLUDEDMREK REPERANCEPAGEM474M.re... INAY2015BEPOREUSE Design valid for use only with Melaka connectors. This design 6 based only upon parameters shown, and Is for an IndNldual bulWing component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and property Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fnssses and truss systems sadANSUf911 Quality Clifnb, DS549 and SCSI Building Component Saftly hform stionow labie from Thus Plate Institute, 218 N. Lee street Suite 31Z Alexandria, VA 22314. MiTek� 6904 Page East BNd. Tampa, FL 33610 Plate O LOADINI TCLL TCDL BCLL BCDL EJ7 (JACK -OPEN TRUSS 129 1 1 I T17689666 I� k 8240 s I Scale =1:226 ffsets12:0-2-10,0-1-81 G (psf) SPACING- 2-0-0 CSI. DEFL in floc) Vdefl L/d PLATES GRIP 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.18 4-7 >453 240 MT20 2441190 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.22 4-7 >385 180 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP NO2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=33610-M, 4=86IMechanical _ Max Hom 2=241(LC 10) - - Max Uplift 3=-161(LC 10), 2=-185(LC 10) Max Grav 3=185(LC 15), 2=336(LC 1), 4=126(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=16Omph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opst; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Extedog2) -1-4-0 to 1-8-0, Interior(1) 1-"10 2-8-5, Extedor(2) 2-8-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS 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 2-0-0 wide will fit between the bottom chord and any other members. , 4) Bearings are assumed to be: Joint 3 SYP No2 crushing capacity of 565 psi, Joint 4 SYP No2 crushing capacity of 565 psi. 5)Refer to girder(s) for truss to truss connections. -- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 3=161.2=185. Joaquin Velez PE No.e8182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 i I l LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP NO2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=33610-M, 4=86IMechanical _ Max Hom 2=241(LC 10) - - Max Uplift 3=-161(LC 10), 2=-185(LC 10) Max Grav 3=185(LC 15), 2=336(LC 1), 4=126(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=16Omph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opst; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.; GCpi=0.18; MWFRS (directional) and C-C Extedog2) -1-4-0 to 1-8-0, Interior(1) 1-"10 2-8-5, Extedor(2) 2-8-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS 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 2-0-0 wide will fit between the bottom chord and any other members. , 4) Bearings are assumed to be: Joint 3 SYP No2 crushing capacity of 565 psi, Joint 4 SYP No2 crushing capacity of 565 psi. 5)Refer to girder(s) for truss to truss connections. -- 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 3=161.2=185. Joaquin Velez PE No.e8182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 25,2019 i I l - Tnlss Truss Type - " Oty Ply 24/46f/ INDIAN RIVER ESTT77689669 Llob P01 KINGPOST 2 1 Job Reference (optional) Builders PnetSource (Plant City, FL), Plant City, FL - 33567. 8.240 a Jun 8 2019 MiTek Industries, Inc. Thu Jul 25 06:44:01 2019 Page 1 ID:xZPBkW mmOHCg6fGUWAKsgmCf2U-iNDgnxavEx9nmtljBbacShtLvxXxIW 190xzzugyub ry 14-0-0 .15.4-0 7-0-0 F 1-4.0 5.6 3x4 1 Scale = 1:27.0 'm d Plate Ofsets(XY)-- f2:0-2-100-1-81 (3:0-3-80-2-8] f4:0-2-100-1-8] 16:0-4-00-3-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TIC 0.77 Ven(LL) 0.22 6-12 >778 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) 0.18 6-12 >922 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 54 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=590/D3-8, 4=590/03-8 Max Hom 2=-154(LC 8), Max Uplift 2=-615(LC 10). 4=-615(LC 10) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-729/1358,3-4=-729/1358 BOT CHORD 2-6=-996/586,4-6=-996/586 WEBS 3-6=-710/323 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins. BOT CHORD Rigid ceiling directly applied or4-10-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft;,eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-0-0, Extern 4-0-0 to 10-0-0, Interior(1) 10-0-0 to 12-4-0, Exterior(2) 12-4-0 to 15-4-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=615;4=615. . Joaquin Velez PE No.68182 III ek USA, Ine, FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Date: July 25,2019 Q WANNNG. Perlfydeelgnparemerrhend NEADNOTES ON TNLSANDINCLUDEDMOEKNEFERANCEPAGEMX747axev. fo=2015SEFONE USE �■� Design valid for use only with MOelr® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a tmu system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingtlesign, Bracing hiclected Is to prevent bucking of Individual trusswela cndtcr chord members only, Additional temporary and permanent broong ■.17Yp] MiTek' a always required for Stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of Inases and nuu systems. seeANSUIPII Qua �y Criteria. DSS-89 and SCSI Ealding Component 69M Parke East Blvd.Safety lnfermalloemolloble from Truss Plate lmMu1e, 218 N. We Sheet Suite 31Z Alexontlrlo. VA 22314. Tampa, FL 33610 dob„ - - Truss --- - Truss Type - - '-ft_ O1Y Ply]_24146/17INDIAN1P1,1,V6Rft1iSTT17689670 2a27545 P02. HIP1 Job Reference (oona Builders FimtSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jun 82019 MiTek Industries, Inc. Thu Jul 2506:44:012019 5xe = 5 16 4x6 = Scale =1:27.1 Plate Offsets (X Y)-- [3:0-6-0 0-2-e7 LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.44 Ven(LL) 0.09 7-14 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49. Vert(CT) -0.08 8-11 >999 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(CT) -0.03 5 rile n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-MSH Weight: 61 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=915/0-3-8.5=915/0-3-8 Max Horz 2=-118(LC 6) Max Uplift 2=-844(LC 8). 5=:844(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1435/1288, 3-4=-1257/1211, 4-5— 1435/1288 BOT CHORD 2-8=-101611299, 7-8=-1022/1301, 5-7— 1015/1248 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc pudins. BOT CHORD .Rigid ceiling directly applied or 5-8-12 oc bracing. NOTES- 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); pomh left and right exposed; 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 chard live load nonconcurrent with anyother 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 vide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=844, 5=844. 8) Girder carries hip end with 5-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 288 lb down and 189 lb up at 9-0.0, and 288 Ib down and 189 It, up at 5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard • 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l.2S Uniform Loads (plQ Vert: 1-3=-54, 3-4=-91(F= 37), 4-6_ 54, 9-12= 34(F=-14) Concentrated Loads (lb) Vert: 3=-158(F) 4=-158(F) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904Parke East Blvd. Tampa FL 33610 Date: July 25,2019 Symbols PLATE LOCATION AND ORIENTATION 13 74 Center, plate on joint unless x, y offsets are Indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0Tr I For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION text by symbol shown and/or by xIn by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but 40 reaction section indicates joint number where,bearings,occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89; Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling. Installing & Bracing of Metal Plate • Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown In sixteenths scale) III (Drawings not to stole) JOINTS ARE GENERALLY NUMBEREDAETITRED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are. designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved, MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2016 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal orX-bracing. is always required. See BCSI. 2. Truss bracing must be designed by an engineer..For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. , 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. - 7. Design assumes trusses will be sultably protected from the environment In accord with ANSI/rPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be ofthe species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless: Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use.. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. •Y , w r s. — 249 Maitland Avenue, Suite 3000 rFDB Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES October 30, 2019 Building Department Ref: Adams Homes Lot: Lot 24 B146 See 7 Subdivision: Indian River Estates Address: 5001 Sunset Blvd. Model: 2117-A-RHG KA # 19-6806 Truss Company: Builders First Source Date of drawings: 7/25/19 Job No.: 2027545 SCANNED Wind Speed: 160 BY Exposure: C St. Lucie Co Truss Engineer: Joaquin Velez Unt� To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, of ayaaaauu•. +a Op M. g /2tiJ 9 FILE COPY ° ive 2126 Carl A. Brown, P.E. a ! =Y __ ? _U : =-'I dAM. Born, FL. # 56126 net/ 2 O 2019 '.�0 ••. #�2 r�441 Luis Pablo P.E. Al ���� ' P t•= o` ,,�5ili�QIlz r, P.E. FLl#87864Torres, �' a, �leelnna "Doing Business with a Service Mindset and an Eye for Detail" r 54-08-00 '•. 7 fll i 14-00-00 o a a a a a p r17nr yi o i 0 O O 1 Jr1! .3F.:'• j ; I r l., ^! is '3 eW2 na4W rNJ91EOmIGWt91WIa CRUnGn� R1 MiMw.LL 'd M N N M W f� to M N N V O to O N R rD U) M r O O 00 CJ1 7- = 0-00 n hefeb r9'- W W mm u' ry Jt O O r O 1 P7 CJ J3 CJ J5 m mm T 7-00- 0 N W mm A A ao oJ7"uIem03 03 CO 2 p y 03 "VI®I�I�I�I�I�I .I_® IS ,I® I� CONNECTORS SCHEDULE CONNECTORS SCHEDULE ROOF TRUSS O ID MODEL ROOF UPLIFT SYM 0 A' LUS24 /JUS21 895/BJS qB0 8 A HTU261 TMD26 3600 / 3470 / Q336 0 B HTU28 / THD2B 4fi80 / 5040 2140 / 2J30 na 1 C HTU26-2 / THD26.2 3600 / 3J65 2175 / 1310 ltc 0 D HTU2B-2 I THD28.2 4680 / 5005 3485 / 2595 Jm 0 E HGUS26-2 / TNDH36-2 5320 / 53/5 2155 / 2340 JIE 0 " f HGUS26-2 / THDH2Bd 7460 / 8026 3235 / J330 ]G 0 G GU526� / THDH26� 5230 / 5245 2155 / 2310 d 10 0 H 112 HGU528J / THDH28-3 7460 / 7835 3235 / 1370 l U, 0 J THJA26 / HJC26 9100 / 8990 4085 / 1370 � u 3X8 NOP entauc<aneowwumne IMPORTANT ar'csmioro�rusmoe raemuu uraaamc mmwrcr urtemra This Drawing Must Be ApPrsvetl And �co"O1w'� Returned Befo CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT -REFERRING TO THE ENGINEERING DRAWINGS -AND BSCI-01 SUMMARY SHEETS. ALL PERMANENT BRACING MU6T BE IN PLACE PRIOR TO LOADING TRUSSES. Cie. SHEATHING, SHINGLES, ETC.) ALL "INTERIOR' `BEARING WALLS MOST,:;BEI1W� PLACET'PRIOR TO INSTALLING REFER *TOq FINAL• ENGINEERING SHEETS FOR THE FOLLOWING. I) NUMBER OF, GIRDER FUES AND NARINDSLHEDUIE,' 2J BEARING BLOCK REOGIgEMENT9. JJ SCAB pETAILS�OF REOUIREp) 1� UPUFI' ANO GRAVRY REACTIONS. WARNING � Back<harees WiII Ndtee'Aceptetl Re9aN4aa a} Fault Wdheut Prior 6 Nok Bon BYLuaNmar Wdhin l8 - Xeurs Antl InvesUBaSon By Builder First Source. NO EXELPTIONSaIcU The Gene For AO Canneceoha Otivof Than Trvea b Truss. Gable Sheer Wag, And Conrwctions. Temporary and Permanent Bncin9, And Cei8n9 And Root DlaphnBm Lonnactlone. ROOF PITCH: 6/13 CEILING PITCH: D/13 TOP CHORD SIZE: 2 X 1 BOTTOM CHORD SQE 2%/ OVERHANG LENGTH: 16' END CUT: Plumb CANnLEVER: — TRUSS SPACING: 34" BUILDING CODE FBCSDR BEARING HEIGHT SCHEDULE BNLDER Adams Homes PROJECT-. Single Family MODEL: 2177 A 70X74 LANAI ADDRESS: sool suNSEr eLw LOT/Bl.ocic w4sn SUBDMSION: CRY: FT PIERCE DRAWN BY: KTEUBER 2o2T515 DATE: DT13612D19 SCALE: NIS PLAN DATE 2D16 REVISIONS: 1. 2 d6pe Alrporl Road Plant City, FL ]]]6] Ph. let])J05-1J00 Fax (813J ]D]-1]01 I eEVIEWED 0 RIVIK AND R A IT • /❑ REVIEWED WITH.NOTATIONS ❑ SNOT VII fEAEDD EE Corrections or cornmen►s made on equipment s116n1atbl"s or shop drawings during this review do not relieve con, tractor fromcomp iance wn equtrroments o raw= ings and specifications. This check is only for review of general conformance with the design concept of the protect and general compliance with the information given in the contract documents. The contractor is responsibW for confirming and correlating all quantities and diman sions; ee1e8llfig fabrication processes and techniques df @€ MM U MB; c6oftlinating his work with that of all othef IrbUrss AN peAfit1lr`Itj his work in a safe and sstisfactoif fnenner PLO' MOO [ 9-10- N O96UTMS, IN& N..Lp Sa1� __.._ ___..__,. 44lff41 AIE dfQ*l ft — hs/d