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Home My WebLink AboutTRUSS PAPERWORK® Lumber design values are in accordance with ANSVTPI 1 section 6.3 ME These truss designs rely on lumber values established by others. SCANNM M iTeko St. Lucie File Copy' RE: 1755766 - LT 9 WATERSTONE-ST LUCIE C MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOME Project Name: 1755766 Model: 2117 A 1OX20 JAW FL33610-4115 Lot/Block: 9/2/34 Subdivision: WATERSTONE-ST LUCIE COUNTY Address: 8512 WATERSTONE 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 37 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date No. I Seal# Truss Name I Date 1 1 T16873960 1 A01 4/24/19 118 1 T16873977 B02 4/24/19 12 I T16873961 A02 14/24/19 119 I T16873978 B03 14/24/19 13 I T16873962 A03 14/24/19 120 T16873979 C01 .14/24/19 1 14 11 A04 14/24/19 121 1 T168739801 CO2 14/24/19 15 T16873964 A05 4/24/19 122 1 T1 6873981 1 CO3 14/24/19 1 16 I T16873965 I A06 4M4/19 123 T168739821 C04 4/24/19 1 17 1 T16873966 I A07 1 4/24/19 124 T16873983 C05 14/24/19 1 18 1T168739671A08 14/24/19 125 T16B733 C06 14/24/19 I 19 T1 6873968 1 A09 14/24/19 126 1T168739851CJ1 14/24/19 110 1 T168739691 '10 1 4/24/19 127 1 T1 6873986 1 CJ1 P 14/24/19 1 11 T16873970A11 4/24/19 128 IT16873987CJ3 4/24/19 112 T16873971IAl2 14/24/19 129 1T16873988ICJ3P 4/24/15 1 13 1 T16873972 I Al 3 4/24/19 130 1 T1 6873989 1 CJ5 14/24/19 1 14 1 T16873973 1 At 4/24719 31 T168739901 CJ5P 14/24/19 1 115 jT16873974 '15 4/24/19 32 T168739911EJ7 14/24/19 1 1,16 IT16:73§751A16 14/24/19 33 T16873992 EJ7P 4l24/19 1 17 1 T168739761 B01 14/24/19 134 I T1 6873993 1 HJ7 14/24/19 1 The truss drawing(s)referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIffPI 1. These designs are based.upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIIrPI 1, Chapter 2. RECEIVED JUN 04 2019 Sr. Lucie County, Permitting I1111IIIIII U I N VF�I��i ........ G E N z�68182 ,t = cc 'ATE .OF OR I.ON_�: ONAL�pN`� IIIIIIIIII : USA, Inc. R.Cen 6634 frce st PaBlvd. Tampa Fl. 33610 Velez, Joaquin 24,2019 1 of 2 RE: 1755766 - LT 9 WATERSTONE-ST LUCIE C Site Information: Customer Info: ADAMS HOME . Project Name: 1755766 .Model: 2117 A 10X20 LANAI Lot/Block: 9/2/34 Subdivision: WATERSTONE-ST LUCIE COUNTY Address: 8512 WATERSTONE BLVD, . City: FORT PIERCE State: FLORIDA INo. Seal# I Truss Name I Date 35 1 T16873994 1 HJ7P 4/24/19 136 1 T16873995 1 P03 1 4/24/19 1 137 I T16873996 1 PO4 1 4/24/19 2of2 Job Thus Truss Type Oly Ply�JTb TERSTONE-ST LUCIEC 4 �� T16873960 1755766 A01 SPECIALTRUSS 6 rence foot ar Builders FirslSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 2412:23:50 2019 Scale=1:83.4 6.00 6xB ..,.'14 ,.. 12 11 10 3x6 3.00 12 2x4 II = 5x8 2x4 II 8x14 MT20HS = 2x4 II 2a-0u Je-10 1q-0-0 234-0 2341L122, U_ 3114 31J-5 4000 J0-10 s36 QLo o-5g2- 30e 1 0-0-n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d 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 Ver(CT)-0.9415-16 >511 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES W B 0.64 Horz(CT) 0.44 8 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 2181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5:2x4 SP No.2, 1-3:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 6-2-0 oc bracing: 13-15 2-16: 2x4 SP M 31 WEBS 1 Row at micipt 5-16 WEBS 2x4 SP No.3'Excepr 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 Horz 2=-394(LC 8) 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. TOR CHORD 2-3=-4939/2529, 3-4=-4200/2185, 4-5=-4204/2386, 5-6=-2269/1425, 6-7=-2299/1423, 7-8=-2772/1511 BOT CHORD 2-17=.2088/4573, 16-17= 2100/4587, 15-16=-63a/18B7, 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=-139B/2924, 5-15=-256/545, 6-11=-273f74, 6-15=-215/280,7-11=-577/316. 7-10=01317 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=4.2psf; BCDL=5.Opsf; Irl5ft; B=45ft; L=24ft; eave=5ft; 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 17-0-0, Exterior(2) 17-0-0 to 23-0-0, Interior(1) 23-0-0 to 38-4-0, Exterior(2) 38-4-0 to 41-4-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 - 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live Iliad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except lit=lb) 2=801, 8=801. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ®WARNING-Vefiyds&psPaametvsaa4READNOTESONMISANDINCLUDEDMREKREFERANCEPAGEM674"mre 1DA132015BEFOREUSE Design valid for use only Win MBek@ connectors. This design is based only upon parameters shown, and Is for on IndMdual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated Ls to prevent bu lding of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and muss systems seeAN9UIPIl Quality Criteria, DS5449 and lCSI Bultlhp Component 69N Parke East Blvd. Safety Informafbnavalloble from Truss Plate Inatit 218 N. Lee Sheet. Suite 312, Nexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LT WATERSTONE-ST LUCIEC r e T16873961 1755766 A02 Special Truss 2 1 Job Reference (optional) Builders FirstSource, Plant City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:23:51 2019 5x8 6x8 3.00 F12 �.v 4x6 = 7210 14-0-0 2340 31-1 35-&0 7-B-m 6-a-s j uan 7m-o 4-s.n Scale=1:68.5 Plate Offsets(X,Y)- 12:0-2-7,Edgel.l3:0-3-0,0-3-0115:0-5-00-1-12116:0-4-00-3-01 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) 0.51 11-12 >834 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.9210-11 >461 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.35 8 Na We BCDL 10.0 Code FBC2017/TP12014 'Matrix-MSH Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. - 5-6,1-3: 2x4 SP No.l 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 Leff: 2x4 SP No.3 REACTIONS. (lb/size) 2=1388/0-e-0, 8=1313/Mechanical Max Horz 2=348(LC 9) Max Uplift 2=-721(LC 10). 8=-628(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-428212376, 3-4=-3498/2017, 4-5=-3497/2214, 5-6=-1684/1129, 6-7= 1692/985, 7-8=-12821807 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.Opsf; h=15h; B=45ft; L=24ft; eave=5ft; Cat. II; Exis C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 17-0-0, Exterior(2) 17-0-0 to 23-0-0, Interior(1) 23-M 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 muse 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.Opsf on the bottom chord in all areas where a rectangle 3-fi--0 tall by 2-0-0 wide Will fit 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 girders) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=721, 8=628. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING-Ved/ydeslgnpommetemmdREAD NOTES ON MMAND INCLUDW MREKREFERANCEPAGEMIP74mmv. ISM2015BEFOREUSE ��®® Design valid for use only with Mnel&connection. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use. Me building designer must venfyihe applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated b to prevent buckling of indNlduol nuss web and/or chord members only. Additional temporary and permanent bracing �r/Y�• MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property For general guidance regarding Me fabrication,and cing of Thustes and truss Quality Criteria, C6Bd9 and SCSI Bultlhp Gemt>en�nt Blvd. safNty Infommtbmvalloble From Truss Rote Iction nstitutte. 216 N. Lee Steel, Sut 312, Alexandria1VVA 22314Merh, Tampa FL 33610 Truss Truss Type Cry Ply LT9 WATERSTONE-ST LUCIEC a T16873962 L175766 A03 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 62018 MiTek Industries, Inc. Wed 12:23:52 2019 Page 1 5x6 5x6 = 5x6 = r 620 3.00 12 ..., _ 3x5 — Scale = 1:67.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ve art 0.49 13-14 >870 240 MT20 244/190 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 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 .Code FBC2017/TPI2014 Matrix-MSH Weight: 205 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-6 oc bracing. BOT CHORD 2x4 SP No.2 `Except` WEBS 1 Row at midi t 4-12. 6-11 2-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3 REACTIONS. (lb/size) 2=1388/0-8-0, 9=1313M1echanical Max Horz 2=330(LC 9) Max Uplift 2=-721(LC 10), 9=-628(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) 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=-1684/1044, 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=-435/652, 6-12=-213/666, 7-11=-343/340, 7-10=-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.Opsf; h=15ft; B=45ft; L=24111; eave=5ft; 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 14-9-1, Exterior(2) 14-9-1 to 25-2-15, Interior(1) 25-2-15 to 32-6.4, Extenor(2) 32-6-4 to 35-6-4 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 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 9 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIfFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. " 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) Joaquin Velez PE No.68182 2=721, 9=628. MiTek USA, Inc. FL Cert 6634 6904 Parke East BNd. Tampa FL 33810 Date: April 24,2019 Job Truss Truss Type Cry Ply LT WATERSTONE-ST LUCIEC f f T76873963 1755766 A04 Hip Truss 1 1 Job Reference (optional) Builders FirslSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. 24 12:23:53 2019 0 46= 4x6 = 11 3.00 12 13 3.6 II axe = 2x4 2x4 11 8xl4 MT20HS= 2e 4a ]-2-it ]$10 ti0-0 19L0 21-0 �23-0-02$1qo� 27i 32-0-0 T-N �o - s91 so-. 1 z-0-0 1 2� 3oa 1 '2 osa FI Scale = 1:68.0 Plate Offsets(XY)-- 12:0-0-10Edgel f3:0-3-00-3-01 f6:0-3-e0-2-0I f10:0-5-120-0-01 LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Ved(LL) 0.50 15-16 >770 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.70 15-16 o554 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.67 Horz(CT) 0.37 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 196 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 *Except' TOP CHORD 1-3: 2x4 SP No.1 - BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 2-16:2x4 SP No.1, 10-16: 2x4 SP M 31 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1267/0-8-0, 9=1197/0-3-8 Max Horz 2=300(LC 9) Max Uplift 2=-652(LC 10), 9=-575(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3806/2283,3-4=-2996/1948,4-5=-1392/1078,5-6=-1180/1044,6.7=-1393/1047, 7-8=-1001/707,8-9=-1136/826 BOT CHORD 2-17=-2157/3594, 16-17=-2170/3602, 15-16=-1682/2808, 14-15=-611/1111, 12-14=-508/827,10-12=-515/805 WEBS 4-16=-982/1847,5-15=-372/583,6-14=-100/284,3-17=0/252,3-16=-791/496, 4-15=-2144/1354, 7-10=-785/642, 8-10= 676/1038,7-14=-203/598 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 4-2-1 oc bracing. 1 Row at midpt 4-15 NOTES- 1) Unbalanced roof 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=1511; B=45tt; L=24ft; eave=4lb Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 14-9-1, Exterior(2) 14-9-1 to 25-2-15, Interior(1) 25-2-15 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 21 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 9 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=652, 9=575. - Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parka East BNd. Tampa FL 33610 Date: April 24,2019 Q WARNING-VerirydestgeP nswsefers and READ NOTES ON TR/SMDMCLUOEO M]TEKREFERANCE PAGEMX74M rev. 1012342015BEFOREUSE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a truss system. Before use. the building designer most verity the applicability of design parameters and property Incorporate NB design into the overall bulidingdedgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storai delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Cua9ty CrBeria. DSB419 and SCSI BWtlhp Component 6904 Parke East Blvd. Sabry ml0anafbrrnaYable hem Truss Plata IntSNte. 218 N. Lee Street Suite 312, Alexandrlm VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LT WATERSTONE-ST LUCIEC 1 T76873964 1755766 A05 Hip Truss 1 1 Jab Reference (optional) Builders FirslSource, Plant City, FL-33567, 8.240s Dec 62018 MiTek Industries, Inc. Wed Apr 24 12:23:54 2019 Page ID:xZpBkW mmOHCg6fGUWAKsgRCf2U.IsmezhgBuzVB41LKoMbVt9udOAAUK_cNiVY'AazNVpJ 1-4.0 7-8-10 74-0-0 1]-0-0 23-0-0 29-7-4 35-&0 1-4-0 7-8-10 6-3-6 3-0-0 6-0.0 6-7.4 6.0.12 3xS = 5x6 = 5x6 = 6.00 F12 5 19 6 3.00 F12 7-8-10 13-1-14 14 9-O 17-0-0 23.4-0 29-]-4 I_ 35-8.0 7-8-10 6-1.10 O.f &0-0 63 0 6-34 M(0 2 Scale=1:67.6 9 e ld Plate Offsets(XY)— f2:0-1-20-0-7113:0-3-80-3-0115:0-2-120-1-121 f6:04-00-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(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 Incr NO WB 0.98 Hors(CT) 0.31 9 n/a n/a - BCDL 10.0 .Code FBC2017/rP12014 Matrix-MSH Weight: 192 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-0:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or4-11-6 cc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-11 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 Hoa 2=293(LC 9) Max Uplift 2=-721(LC 10), 9=-628(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-430212671, 3-4=-3497/2294, 4-5=-3471/2483, 5-6=-1424/1234, 6-7=-1699/1271, 7-8=-1837/1241, 8-9=-1254/912 BOT CHORD 2-13=-2421/3988, 12-13=-2422/4010, 11-12=-1166/2023, 10-11=-1007/1588 WE5aS 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) 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=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-81 Intenor(1) 1-8-0 to 12-9-1, Exterior(2) 12-9-1 to 27-2-15, Interior(1) 27-2-15 to 32-6-4. Extedor(2) 32-64 to 35-64 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 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 beating plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=721. 9=628. Joaquin Valais PE No.68182 fdTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 24,2019 AWAHNwG-VeatydesignparametersandHEADNOTESONTHISANDMCLUDEDMITEKHEFERANCEPAGEMIF74YJne,, laWt2015BEFORE USE . Design valid for use only with MBek® connectors. This design is based only upon parameters shown. and is for an individual building component, not ��- a truss system. Before use, the building deslgnet must verify Me applicability of design parameters and properly Incorporate this design Into the overall burdingdeslgn.. Bracing Indicated Is to prevent buckling ofindivldualtrussweband/or chord members only. Additional temporary and pertmanembmcing MiTele Is always requlred for stability and to prevent caroms with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and Insa systems, seeANSI/1PI1 Quality Cmeda. DSB419 and BC61 Building Component B9o4 Parke East Blvd.fabrication, Tampa, FL 33610 Safety Nfarmalbmvalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Truss Truss Type Oty Ply LT9 WATERSTONE-ST LUCIEC f T16873965 [1755766 A06 Hip Truss 1 1 Joh Reference o tional Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 2412:23:55 2019 Page 1 ID:xZpBkWmmOHCg6fGUWAKsgr Cf2U.m2K081 hpeHd2ilwWL46kPMRpuaX33RmWxgl5POzNVpI 4a6 = Scale = 1:63.0 5x6 = 3.00112 13 11 3x6 II 3x8 , zx4 2x4 II 8x14 Mr20H5= LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vart (L) 0.43 15-16 >903 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.6712-14 >574 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Hom(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MattiWeight: 194 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except' - BOT CHORD Rigid ceiling directly applied or 4-0-7 oc bracing. 2-15,10-15: 2x4 SP No.1 WEBS 1Row at midpt 6-10 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1267/0-8-0, 9=1197/0-3-8 Max Hors 2=264(LC 10) Max Uplift 2=-652(LC 10), 9=-575(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (I s) or less except when shown. TOP CHORD 2-3=-3832/2413,34=-2968/2035,4-5=-1860/1419,5-6=-1634/1320,6-7=-993/896, 7-8=-1018/743, 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, 7AD=-299/397, 8-10=-700/1055, 6-10=-564/299, 4-14=-1765/1249 NOTES- 1) unbalanced roof live loads have been considered forthis design. 2) 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; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0,.Intedor(1) 1-8-0 to 12-9-1, Exterior(2) 12-9-1 to 27-5-12, Intedor(1) 27-5-12 to 29-24, Exterior(2) 29-2-4 to 32-24 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=652, 9=575. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0 WARNING- Verity design parametereand READ NOTES ON TNISANO INCLUDED MREKREFERANCEPAGEMD-74"rex fasmasi5aEFORE USE Design valid for use only with MreM connectors. This design Is based any upon parameters shown antl B for on Individual building component, not a hum system. Before use, the building designer must verity the opplastollity of design parameters and property incorporate this design Into the overall buildingdeslgn. Bracing indicated is buckling lndlvidual huss members only. Additlonal temporary and permanent bracing r MiTek' to prevent of web and/or chord Is always required for stobllity and to prevent collapse witn possible personal injury and property damage. For general gwdance regarding the fabrication, storage, delivery, erection and bracing of humas and hum system£ seseNSl71p11 Cualli Criteria. DSB49 and BCSI Buill Component 6904 Parke East BNd. Safety infonnellonavciloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply LT 9 WATERSTONE-ST LUCIE C t T16873966 1755766 A07 Hip Truss 1 1 Job Reference (optional) Builders RrstSource, Plant City, FL- 33567, 8.240a Dec 62016 ID:xZpBkW mmOHCg6fGU W AKsgrzCf 15-0-0 19-2-0 234 -0 250 -0 7-3-0 4-2-0 F 4-2-0 5x6 = 6.00 12 3x4 = 5x6 = 4 5 22 23 6 Inc. Wed Apr 24 12:23:56 2019 Scale =1:67.8 3.00 12 13 1 6xB = 5x8 2x4 II 2x4 11 6x12 MT20HS = 2SOO 6 ~23b2a1-0 �274-07-8-12 1280.< 631-11-0-0 I 2M512 1-6-12 L o-1 � 1-2-0 Plate Offsets (X Y)-- 12:0-2-7 Edgel 13:0-3-8 0-3-01 14:0-3-8 0-2-41 I6:0-4-0 0-2-81 110:0-3-12D-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 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 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.68 Horz(CT) 0.38 9 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2041b 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. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4487/2859, 3-4=-3620/2382, 4-5=-2850/2085, 5-6=-2035/1578, 6-7=-1733/1276 BOT-CHORD 2-16=-2567/4107, 15-16=-2568/4129, 14-15=-1400/2356, 12-14=-937/1620, 10-12=-940/1599, 9-10= 956/1370 WEBS 345= 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 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=15ft; B=45ft; L=24ft; eave=5ft; 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 10-9-1, Extedor(2) 10-9-1 to 19-2-0, Intedor(1) 19-2-0 to 20-9-1, Exterior(2) 20-9-1 to 29-2-15, Interior(1) 29-2-15 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 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 ANSVrPI 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 100 lb uplift at joint(s) except 01=11b) 2=740, 9=642. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6934 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ®WARNING- Verily design parameters and READ NOTES ON MIS AND INCLUDED Moll REFERANCE PAGE 11167073 rev. 1e/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a From system. Scram use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated Is to prevent buckling ofindivdualhum web and/or chord members only. Addlilonaltemporary and permanent bracing I� M1Telc Is always required for stobility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, crouton and bracing of trusses and truss systems. seeANSVrPl1 Quality Cdbda. DSB49 and SCSI 00dhD Component 69M Parke East Blvd. Scroll, Informationovoilcble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LT9 WATERSTO�Nl-ST LUCIEC 1 T16673967 1755766 A08 Hip Tmss 1 1 Job Reference option al Builders FirstSource, Plant City, FL- 33567, 8.240 a Dec 6 2018 MiTek Inc. Wed Apr 24 12:23:57 2019 Scale = 1:61.9 5.6 = 6.00 12 3x4 4 21 5 22 23 Sx6 = 624 a.uullz " 3x6 11 3xa ; 2x4 11 2x4 II 6x12 MT20HS= 25-0 e-0d 14-0-0 2R9-5 234-0 2$1ge 2z-0-0 )-0-0 32-4a 11 ed-0 s11-lz 2s11�~I s-0O 1-2 0 Plate Offsets(XY)-- 12:0-0-10.Edgel.f3:0-4-00-3-01 f4:0-3-80-2-41 f6:0-3-80-2-4117:Edge0-1-12119:0-3-120-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /defl Ucl PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.40 14-15 >959 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.55 14-15 >704 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.30 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 182 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'ExcepV 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 "Except* 2-14: 2x4 SP No.t WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-11-4 cc bracing. REACTIONS. (lb/size) 2=1267/0-8-0, 8=1197/0-3-8 Max Harz 2=264(LC 10) Max Uplift 2=-652(LC 10), 8=-575(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3821/2505, 3-4=-2926/2033,4-5=-2293/1794,5-6=-1490/1224, 6-7=-981/736, 7-8=-11461902 BOT CHORD 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 NOLES- 1) Unbalanced root live loads have been considered forthis design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15111; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.1Q MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interiog1) 1-8-0to 10-9-1, Extedor(2) 10-9-1 to 19-2-15, Interior(1) 19-2-15 to 20-9-1, Exterior(2) 20-9-1 to 32-2-4 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=652, 8=575. - Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 O WARNING - Verity design parameters and READ NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEMIL7473 rev. 1G11012015BEFOREUSE Design valid for use only with MrFaM connectors. This design Is based only upon parameters shown and b for an Individual building component, not a truss system. Before use. the building designer must verily the appllcobl fly of design parameters and property Incorporate tha design Into the overall bulldingdasign. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and tmss systems, seeANSWII Quell CMedo, OSS419 and BCSI Bulding Component Safety tnformatbmvolloble from Truss Plata Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. �.- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type , , Oty Ply LT 9 WATERSTONE-ST LUCIE C T76873968 1755766 A09 Half Hip Truss 1 1 Job Reference (Optional) Builders FirstSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 2412:23:58 2019 Page 1 ID:xZpBkWmmOHCg6fGUW AKsgmCf2U-Ad78p3jixC?cZKe51 CgR1?3MSnaaGnkzd7W IOLzNVpF -1-4-0 fi-6-14 13-0-0 20-11-9 28-9-7 38-9-0 1-40 fi-6-14 6-5-1 7-11-9 7-9-13 7-11-9 Scale =1:65.2 6.0Sx6 = 0 12 3z4 = 5x6 = 3x4 4 20 21 5 22 623 24 7 14 12 11 e o 2x4 11 4z6 = 3z4 = 3z6 = 2z4 11 6x8 = 3x6 = 3x3 = LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.19 11-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.3511-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.11 8 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 210 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOTCHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-6-10 oc bracing. WEBS 1Row at micipt 5-12, 6-11, 6-8 REACTIONS. (Ib/size) 2=1428/0-8-0, 8=1353/Mechanical Max Horz 2=404(LC 10) Max Uplift 2=-714(LC 10), 8=-674(LC 10) Max Gmv 2=1473(LC 15), 8=1432(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-267211513, 3-4=-2121/1303, 4-5= 1867/1272, 5-6=-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=-551/759,6-9=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.Opsf; h=15111; 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, Inteffor(1) 1-8-0 to 8-9-1, Extedor(2) 8-9-1 to 17-2-15, Intedor(1) 17-2-15 to 33-7-4, Extedor(2) 33-7-4 to 36-74 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=lb) 2=714, 8=674. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Job Truss Truss Type t Oty Ply LT WATERSTONE-ST LUCIEC T1fi873969 1755766 A10 Hip Truss 1 1 Job Reference (optional) Builders FirstSoume, Plain City, FL-33567, 6.00 FIT 5x8 = 4 19 20 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed fGU W AKsgmCf2U-epZXOPkKi W BTBUDHavBga I 27-0-0 7-0.0 2x4 II 5x8 = 5 21 22 6 24 12:23:59 2019 3x6 = 2x4 It 3x4 = 6.8 = 3x4 = 2x4 3x4 = 8-4-7 13-0-0 20-0-0 27-0-0 32-40 8-4-7 4-7-8 7-0.0 7-0-0 5-4-0 Scale=1:59.4 11 f Plate Offsets (X Y)-- I3:0-3-0 0-3-41 14:0-6-0 0-2-81 16:0-6-0 0-2-81 f10:0-4-0 0-3-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Valet Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(L-) 0.22 13-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.3313-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 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=1289(LC 15), 8=1189(LC 1) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) 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=-9847724, 7-8=-1144/876 SOT 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, a 6-9=-471/451. 7-9=-644/1027 Structural wood sheathing directly applied, except end verticals. - Rigid ceiling directly applied or 4-10-2 oc bracing. 1 Row at midpt 4-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.0psf; h=1511; 6=45ft; L=24ft; eave=4N; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 8-9-1, Extedor(2) 8-9-1 to 17-2-15, Interior(1) 17-2-15 to 22-9-1. Extedor(2) 22-9-1 to 32-24 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, with BCDL = 10.Opsf. _ 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 joint(s) except (jt=lb) 2=655, 8=5T7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ® WARNING- VeNty design pammeten and READ NOTES ON TMISAND INCLUDED MITEKREFERANCEPAGEMS7473 rev. iN032015BEFOREUSE Design valid for use only with MgeW connectors, This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design into the overall buildingdeslgn. Bracing indicated is to buckling Individual truss only. Additional temporary and permanent bracing p_� M(Tek* prevent of web and/or chord members is always required for stability and to prevent collapse with posabie personal injury and property damage. For general guidance regarding Me fabrication storage. delNery, erection and bracing of trusses and Muss systems. seeANSVMII Quality Cdfeda. D8049 and SCSI Balding Component 69N Parka East Blvd. Safety Infomrafbrovoiloble from Truss Plale Institute. 218 N. Lee Street Suffe 312 Alexcnddo, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Oly, Ply�JTRWferancer ATERSTONE-ST LUCIEC T16873970 1755766 All Half Hip Truss 1 o tiional ommers ruslboure6, nam wry, ram- aoaoq 6.241.) s Use 5 2U16 MI Iex InclUslnee, Inc. Weo Apr 2412:24:Uu zU19 rage 1 ID:x2pBkW mmOHCg6fGU W AKsgmCf2U-7?7vElkyTpGKoeoU8div6D81 rbEYknIF5R?s4DzNVpD 5-413 11 1610-13 23-8-12 31-10-2 36-9-0 1.4-0 5-4-13 5.7-3 410-13 7.9-15 8-1-6 440-14 5x6 = 4 Scale = 1:65.2 3x4 = 5.6 — 3x4 = 2x4 11 20 21 5 22 6 23 24 7 25 8 14 __ __ _. ._ __ .. ._ __ __ 9 4x6 = 3x4 = 3x6 = 3.4 = 6x8 = 46 = 3x8 = LOADING (psi) 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 Incr YES Code FBC2017/fP12014 CSI. TC 0.69 BC 0.81 W B 0.61 Matdx-MSH DEFL. Ve art Vert(CT) Horz(CT) in (loc) Vdefl Li -0.30 14-17 >999 240 -0.6314-17 >694 180 0.10 9 n/a Na PLATES GRIP MT20 244/190 - Weight:199lb- FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, BOT CHORD 2x4 SP No.1 'ExcepP - 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 1Row at midpt 7-9 REACTIONS. (IWsize) 2=1428/0-8-0, 9=1353/Mechanical Max Horz 2=351(LC 10) Max Uplift 2=-722(LC 10), 9=-665(LC 10) Max Grav 2=1443(LC 15), 9=1358(LC 15) FORCES. (lb) -Max. CompJNi Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD 22=-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=-137812087, 9-10=-695/1029 WEBS 3-14=-457/440,4-14=-3011741, 5-14= 553/282, 6-10=-715/622, 7-11111, + 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) Vascll24nr TCDL=4.2psf; BCDL=5.Opsf; h=15tt; B=45ft; L=2411; eave=5lt; Cat. 11; E1p C; Encl., GCpj=0,18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-9-1, Exterior(2) 6-9-1 to 15-2-15, Interior(1) 15-2-15 to 33-7-4, Exterior(2) 33-7-4 to 36-74 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 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 alive 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 = 11 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. - 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except at=lb) 2=722, 9=665. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verily designp..larsai READ NOTES ON THIS AND INCLUDED NITEKREFERANCEFAGE M/LT4TJ rev. IDU1I0IS BEFORE USE Design valid for use only with MOeMconnectors. This design is based orgy upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify Me applicability of design parameters and propery Incorporate this design Into the overall bulicingdeslgn. BlocingIndicated Istobuckling ofIndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stab0ity, and to preventcollapse with possible personal Injury and property damage. For general guidance regarding Me fobrlcolion, storage, delivery, erection and bracing of trusses and truss system£ seeMSI71P11 Quality Cdl DS349 and SCSI Building Component 69M Parke East BNd. Safety Infonnatbrnyalloble ham Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Tuns Truss Type r Oty Ply�Jb9RWference ERSTONE-ST LUCIEC T16873971 E175576:6 Al2 Hip Truss 1 (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 a Doc 6 2018 MiTek Industries, Inc. Wed Apr 24 12:24:01 2019 5z8 = SZB = SzB = 4 18 19 20 5 21 622 Scale = 1:57.4 1 �o 4x6 5.8 = 3z4 = 2x4 = 3z6 i 3z4 = N6-0-7 11-0-0 20-0-0 29-0-0 32-4-0 74 4-19 9-0.0 9-0-0 3-4 e Plate Offsets (X Y)f2:0-2-9 0-1-81 14:0E-0 0-2-81 15:0-4-0 0-3-41 16:0-6-0 0-2-81 110:0-4-0 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.76 Ved(LL) -0.29 12-15 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.81 Ved(CT) -0.6212-15 >623 180 BCLL 0.0 Rep Stress Incr YES WE 0.41 Horz(CT) 0.06 8 rda n/a BCDL 10.0 Code FBC2017/TP12014 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. (lb/size) 2=1264/0-8-0, 8=1189/0-3-8 Max Hom 2=264(LC 10) Max Uplift 2=-655(LC 10). 8=-577(LC 10) Max Grav 2=1280(LC 15), 8=1189(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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=-772/545, 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 puffins, except end verticals. - Rigid ceiling directly applied or 5-3-0 oc 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=4.2pst; BCDL=5.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Interfor(1) 1-8-0 to 6-9-1, Extedor(2) 6-9-1 to 15-2-15, Interior(1) 15-2-15 to 24-9-1, Exteror(2) 24-9-1 to 32-2-4 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 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=655, 8=577. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 mWARNING-VerilydeegnparamefarsanrlREADNOTESONTHISANDMCLUOEDMREKREFERANCEPAGEMIFT4"rev.111, ,2015OU0REUSE. Design valid for use only with MRek® connectors. This design B based only upon parameters shown, antl Is for an Individual building component, not �- atruss system. Before use. the building designer must verify the opplicobility of design parameters and properly Incorporate this design Into me overall bulldingdesign.&acingNtllcatedistobucklingoflndMlduoltrussweband/or Additional temporary and permanent bracing -•Y MiTek- prevent chord members only. Is always required for stability and to prevent collapse win posvbie personal Injury and property damage. For general guidance regarding the fobricafion, storage, delivery, erection and bracing of trusses antl nuss systems, sseANSVTPI1 Quality CM*da, DSB49 and SCSI lauldMp Component 6904 Palle East BNd. Sabty Informationavoiloble from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Cry Ply LT WATERSTONE-ST LUCIEC T16873972 1755766 A13 Half Hip Truss 1 1 Job Reference (optional) builders FirstSOurps, Plant Lily, PL-33567, Sx6 = 3x4 = 8.240 a Dec 6 2018 MiTek 5.6 = Industries, Inc. Wed Apr 24 12:24:02 2019 Pagel OmD7RW22yysG2kNBrD3vOwCedYYIUz96zNVpB 3B.9 7-1 Scale=1:65.2 US = 3x4 11 m d e 13 — 3xfi = 3x4 = 46 = 3x4 = 4x6 = 3x4 = Gx8 = 9.0.0 18-1-13 1 27-3-11 1 W-9-0 _ 9.n-n n-1-13 a-1-13 g-,e Plate Offsets (X Y)— 13:0-3-e 0-2-41 [5:0-3-0 0-3-01 18:0-4-8 0-3-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.31L13-16999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.42999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.12Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight. 183111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-3: 2x4 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. (Ib/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. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2437/1489, 3-4=-2110/1473, 4-5=-2720/1728, 5£=-2083/1265 BOT CHORD 2-13=d467/2089, 11-13=-1806/2707, 9-11=-1669/25Bl, 8-9>1112/1731 WEBS 3-13= 181/667, 4-13=-840/403, 5-11=82/255, 5-9= 704/572, 6-9=-340/783, 6-8=-2027/1309 Structural wood sheathing directly applied or 3-1-9 oc purlins, 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: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsh h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0to 4-9-1, Extedor(2) 4-9-1 to 13-2-15, Interior(i) 13-2-15 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 pending. 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. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011b uplift at joint(s) except 01=11o) 2=730, 8=658. Joaquin Velez PE No.68182 M7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 QWARNING-Vedrydeslgnparemetemand READNOTES ON 1NISANONCLUDWWm REFERANCEPAGEMX74mG® 1NA3k4G15BEFORE USE Design valid far use only with M99M connectors. This design Is based only upon parameters shown and Is for on Individual building component, not a buss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated Is to buckling Individual truss web members only. Additloncl temporary and permanent bracing M!Tek' prevent of and/or chord Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the foblcallom storage. delivery, erection and bracing of trusses and truss systems. seeANSVrPl1 Quality Criteria. D5549 and BC31 Building Component 69M Parka East BNd. Safety Informatbmvahoble from Truss Rate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t City Ply LT WATERSTONE-ST LUCIEC T76873973 1755766 A14 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:24:03 2019 Page 1 I0:xZpBkWmmOHCg6fGUWAKsgmCf2U-Xap1 smnrmkevl5X3plFck2mDDoGW)OnPEW hYzNVpA -1-0-0 -2-14 9-0.0 16-2-8 25-1-8 32.4-0 1-4.0 I 4-2-14 49-2 7.2-8 - '8 1 0 _ _ - - 7-2-8 Scale = 1:57.4 46 = 3.4 = SxG = 46 = 4 19 20 5 21 6 2223 7 3x6 / axe = 3x4 = 3x4 = Axe = US = I 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.20 11 >999 240 Mi20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.40 9-11 >977 180 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.08 8 n/a r1/a BCDL 10.0 Code FBC20177TPI2014 Matdx-MSH Weight: 171 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. WEBS 1Row at midpt 5-13,7-9 REACTIONS. (lb/size) 2=1264/0-8-0, 8=1189/0-3-8 Max Horz 2=297(LC 10) Max Uplift 2=-650(LC 10), 8=-582(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 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=-1131/797 BOTCHORD 2-13=-1555/2010, 11-13=-1461/2189, 9-11=994/1556 WEBS 3-13=-363/354, 4-13=-203/576, 5-13=-630/267, 5-11=-173/319, 6-11=-525f713, 7-9= 1136/1793, 6-9=-797l709 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=4.2pst BCDL=5.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll>Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-9-1, Exlerior(2) 4-9-1 to 13-2-15, Interior(1) 13-2-15 to 29-2A, Exterior(2) 29-2-4 to 32-2-4 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottomchord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 8 considers parallel to grain value using ANS1rrP11 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 (jt=lb) 2=650, 8=582. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verlrydeel5apa vvrinwra and READ NOTES ON Thri INCLUDED MIIEKREFERANCEPAGEM11-74"Mvv, 1WA32015BEFOREUSE. Design volo for use only with Mill connectors. This tleslgn Is based only upon parameters shown, and B for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buildingdesgn. Bracing Indicated B to budding Individual truss members only. Additional temporary and permanent bracing v MiTek' prevent of web and/or chord Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcaAon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality cri DSB-69.and SCSI Buetlhrp Component 69U Parke East Blvd. Safety Informatlan rvailable from Truss Rate Institute, 218 N. Lee Street Suite 312. Alexondrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type r City Ply LT 9 WATERSTONE-ST LUCIE C T76873974 1755766 A15 Half Hip Truss 1 2 Job Reference o tional Builders FiislSource, Plant City, FL-33567, 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 2412:24:u42e1 B rage ID:xZpBkWmmOHCg6fGUWAKsgaCf2U-1nMG460TX2mmHF6FNTmrGGJOxCdLgWGr..13z4D zNVp9 1-4-O i 7 4622 21-10.8 297-2-14 36-9-0 7-7-4-64212 47-6-2 5x6 = 6.00 12 3x6 = 18 4 5xB = 5x6 = 196 3x6 = 3x6 = 4.10 MT20HS= 3x4 = 2x4 II 4xl0 MT20HS= 3x6 Scale = 1:65.2 3x4 II LOADING (par) 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 ]net NO Code FBG2017ITP12014 CSI. TC 0.62 BC 0.76 W B 0.90 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud 0.52 11-12 >853 240 -0.6211-12 >705 180 0.18 8 n/a n1a PLATES MT20 MT20HS Weight: 3671b GRIP 2441190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except- TOP CHORD Structural wood sheathing directly applied or4-4-12 oc purlins, 1-3: 2x4 SP No.2 -except end verticals. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at Ill 6-8 REACTIONS. (lb/size) 2=2887/0-8-0, 8=3035/Mechanical Max Horz 2=243(LC 8) Max Uplift 2=-1824(LC 8), 8=-1897(LC 8) Max Gray 2=3401(LC 13), 8=3491(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6901/3565, 3-4=-6234/3306, 4-5=-9136/4940, 5-6=-6662/3292, 7-8=-459/411 BOT CHORD 2-14=-3264/6135, 12-14=-4940/9136, 11-12=-4853/8959, 9-11=-4853/8959, 8-9=-329P16062 WEDS 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 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 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: ASIDE 7-10; Vuli 60mph (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; MW FRS (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 psf bottom chord live load nonconcument with any other live loads. B) - 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. 9) Bearings are assumed to be: , Joint 8 SYP No.2 crashing 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 1001b uplift at joints) except (jt=lb) Joaquin Velez PE No.68182 2=1824, 8=1897. MiTek USA, Inc. FL Cert 6634 12) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 6904 Parke East Blvd. Tampa FL 33610 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 762111 down and 3601b up at Date: 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. April 24,2019 ® WARNING -Verity design parameters and READ NOTES ON THISAND MCLUDED MmEKREFERANCEPAGEMR74T3 rev. 14Daae16BEFORE USE Design valid for use only with MTek® connectors. Mle design is based only upon parameters shown, and is for an individual building component, not �® a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lntlNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVrPII Quality Criteria, DS349 and BCSI Building Component 691 Parke East Blvd. Safety Infoanationavoilable from Truss Plato Instri 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type t Ory Ply LT WATERSTONE-ST LUCIEC T76873974 1755766 A15 Half Hip Truss 1 2 Job Reference (opTonaD Builders RrstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MITek industries, Inc. West Apr 24 T2:z4:e42019 rage 2 ID:xZpBkWmmOHCg6fGUWAKsgr Cf2U-4nMO460TX2mmHF6FNTmrGGJOnCdLgWGr73z4D_zNVp9 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plp Vert: 1-3=-54, 3-7=-120(F=-66), 14-15=-20, 8-14=-44(F=-24) Concentrated Loads (Ito) Vert: 14=-475(F) ®WARNING-Vedlydeafgnpammeters Bnd READNOTES ON THIS AND INCLUDED MMEKREFERANCEPAGEMIF74"NaK 1W034015 BEFORE USE Design valid for use only with MRek® connectors. AB design Is based only upon parameters shown, and is for on Individuol bulging component, not �e �. a truss system. Before use, the bulltling designer must verify the apppcabllity of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent budding of individual huss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stabilliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrication. storage, dellvery, erection and bracing of homes and truss systems, seeANSUBRI GualBv Cittel DSB-89 and VLSI Buitlb0 Component 69U Parke East Blvd. Safety Informalionavaflobie from Truss Plate Institute. 218 N. We Sheet Sude 312. Alexandra. VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 , Oty Ply LT WATERSTONE-ST LUCIEC T16873975 1755766 A16 MONOHIP 1 1 Job Reference o tional embers Firstsource, Fiant uty, FL-33567, J.241J S UeC 5 2018 MI I ex Industries, Inc. 24 l Z:Z4:UD 2U IV 8x14 MT20HS 3xe II 7xIO = 4x12 = 4x6 II 6.00 12 3 4 17 5 18 6 19 7 5x8 = 4x10 MT20HS = axis = 2x4 II 6x12 MT20HS = Scale=1:58.3 6x12 MT20HS = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 Incr NO WE 0.94 Horz(CT) 0.20 a n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matn-MSH Weight: 185 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins, 1-3: 2x4 SP M 31 except end verticals. - BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 3-8-14 oc bracing. 9-12:2x4 SP M 31 WEBS 1 Row at midpt 3-11, 5-9 WEBS 2x4 SP No.2 *Except* 2 Rows at 1/3 pis 6-8 3-13,4-11,5-10,6-9: 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 8=2630/0-4-0,2=2490/0-8-0 Max Hom 2=233(LC 8) Max Uplift 8=-1618), 2=-1573(LC 8) Max Grav 8=3026(LC 13), 2=2938(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 5877/3017, 3-4=-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=-1033/869, 5-11=-237/399, 5-10=01385. 5-9=-2644/1419,6-9=-530/1567, 6-8=-5185/2819 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=S.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Ely C; Encl., GCpi=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 buss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings am assumed to be: Joint 2 SVP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 8=1640,2=1573. 9) Girder carries hip end with 0-0-0 fight 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) 762 lb down and 360 to 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 Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWARNING-Vedrydevg4Paremetenend RFADNOTES ON MIS AND WCLUDEDMREKBEFEBANCEPAGEMl474M.re .. 100134015BEFORE USE. Design valid for use only with MlTek®connectors. rub design is based only upon parameters shown. and Is for an lndlvlduol building component. not ®® HV I 0Fuss system. Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall buildingdeslgn. Bracing indicated is to bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent a always required for Mobility and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, election and bracing of trusses and Fuss systems, seeANSVIFII Quality Criteria, DSB-0F and BCSI Building Component 6904 Parke East Blvd. ParkeEast B Safety Informalbrnvailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tam a, P33610 Job Truss Truss Type , City Ply�JTb9Referenco TERSTONE-ST LUCIEC T16873975 1755766 A16 MONO HIP 1 o banal Thunders FirstSource, Plant Gdy, FL- 33567, 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 24 12:24:05 2019 Page 2 ID:xZpBkWmmOHCg6fGUWAKsgaCf2U.TzwoHSo5lMudvPgRxAl4pTrW Bcz5Pz7_EjjdmRZNVp8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=54, 3-7=-118(F=-64), 13-14=-20, 8-13=-44(F= 24) Concentrated Loads (Ib) Vert: 13=-475(F) ,&WARNING -Verity tleslgn parameters and REAO NOTES ON MSANOMCLUDEDUI REFERANCEPAGEU&70 mv. 101a1T015HEFORE USE *w Design valid for use only with MBek® connectors. This design 6 based only upon parameters shown, and Is for an Individual bulling component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Mcitlonal temporary and permanent bracing Is always requked for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSVWII Cualtly CdMllo, DS649 and OCSI Buldhp Component Salrrty N/atmolbrwoi clbie from cuss Plate Institute. 218 N. Lee Steel. Suite 312, Alexandria. VA 22314, ■•��I`y MiTek' 6904 Page East Blvd. Tampa, FL 33610 Job Truss Thus Type , , City Ply LT 9 WATERSTONE-ST LUCIE C T7687397fi 1755766 BO1 Common Truss 1 1 Job Reference (optional) bUlMem FimtSource, Vlant Glty, FL-33567. 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Aor 24 12:24:05 2019 P 4x6 C 19 18 17 1615 14 13 12 2x4 11 2x4 11 2x4 11 3x4 = 2x4 11 2x4 11 2x4 11 2x4 II Scale = 1:39.1 m Ig Plate Offsets (X Y)- I6:0-3-2,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Veri 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 W B 0.10 Horz(CT) 0.01 10 n/a Na 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 puriins. 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. (lb) - Max Harz 2=-215(LC 8) Max Uplift All uplift 100 lb or less at loint(s) 18.13 except 2= 1731LC 10), 17=-104(LC 10). 19=-174(LC 10). 14=-104(LC 10), 12= 174(LC 10), 10=-173(LC 10) Max Gmv All reactions 250 lb or less at joints) 2,15, 17, 18, 14, 13, 10 except 19=339(LC 15), 12=338(LC 16) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) 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.Opsf; h=15tt; B=45ft; L=24tt; eave=2ft; Cat. II;-Exp C; Encl.. GCpl=0.18; MWFRS (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, Exterior(2) 13-4-0 to 19-0-0, Comer(3) 19-M to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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 36-0 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. ItACO, 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 beating9 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 lb uplift at joint(s) 18, 13 except 61=11c) 2=173, 17=104, 19=174, 14=104, 12=174, 10=173. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33610 Date: April 24,2019 ®WARNWG-Ver/rydeslgnparemeferir.d READNOTES ONMZANDNCLUDEOMREKREFERANCEPAGERg747Jrev. 111012015BEll USE �■R- Design vallo for use only with Mlfei connectors. This design Is based only upon parameters shown, and b for an Indlvidual building component, not l,■I�f`� a truss system. Before use, the building designer must vanty the appllcobllity, of design parameters and properly Incorporate me design Into the overall ice. building design. Bracing Indicated is to prevent buckling ofir iduai truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fnpses and truss systems. seeANSVIPIt Cuall Creedal DSE-0D and 6(�I Building Component mfonnafbmvolloble from Truss Plate Im6Nte. 218 N. Lee Street, Suite 312, Alexontlrla. VA 22314. 69o4 Parke East Blvd.Salary Tampa, FL 33610 Job Truss Truss Type , , Oty Ply LT 9 WATERSTONE-ST LUCIE C Tifi873977 1755766 B02 ROOF TRUSS 8 1 Job Reference (optional) builders FirslSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MTek Industries. Inc. Wed Apr 24 12:24:06 2019 3x4 = Scale = 1:37.6 Ig 34 = 2x4 11 3x4 = 2x4 \\ 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Veil-L) -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 Incr YES WB 0.38 Hom(CT) 0.03 6 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 88 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-2-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=837/0-8-0, 6=83710-8-0 Max Horz 2=-215(LC 8) Max Uplift 2= 462(LC 10). 6=-462(LC 10) Max Gmv 2=842(LC 16), 6=842(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1261/731,5-6=-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 NOTL-S- 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=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1.8-0 to 7-4-0, Extedor(2) 7-4-0 to 13-4-0, Interior(l) 13-4-0 to 19-0-0, Exterior(2) 19-M to 22-M zone; cantilever left and right 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 nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opst. 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 joints) except (jt=lb) 2=462, 6=462. 7) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Vote= PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Job Truss Truss Type , Cry ply LT 9 WATERSTONE-ST LUCIE C T76873978 1755766 903 ROOF TRUSS 4 7 Job Reference lopt'onall Builders FirstScume, Plant City, FL - 33567, 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:24:07 2019 Page 1 ID:xZpBkWmmOHCg61GUWAKsgmCf2U-PM2YBgLgzBLBigq2bKYuu OPe_tOWHi1 CkgJzNVp6 -1-4-0 5-54 10-4-0 15.2.12 20-3-B 1-4-0 5-54 4-10.12 4-1042 F 5.0.12 Scale = 1:36.8 3x4 1 6 ]d 3x6 = 2x4 // 3x4 = 2x4 1\ 4A Plate Offsets (X,Y)-- f4:0-2-15,0-1-B1, f6:0-0-0,0-1-01 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TOLL 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 Vert(CT) -0.47 9-15 >522 180 BCLL 0.0 Rep Stress Incr YES W B 0.36 HOR(CT) 0.04 6 n1a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 86 lb 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=74810-3-8, 2=825/0-8-0 Max Horz 2=207(LC 9) Max Uplift 6=353(LC 10), 2=-459(LC 10) Max Grav 6=758(LC 17), 2=831(LC 16) FORCES. (lb) -Max. CcmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1221/740, 5-6=-12197737 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 cc puriins. BOT CHORD Rigid ceiling directly applied or 7-7-12 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst 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 7-4-0, Extedor(2) 7-4-0 to 13-4-0. Interior(1) 13-4-0to 17-3-8, Extedor(2) 17-3-8 to 20-3-8 zone; cantilever left and right 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 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 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 565psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11o) 6=353, 2=459. 7) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert6634 69M Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Truss Truss Type , , Oty Ply LT 9 WATERSTONE-ST LUCIE C L1751766 T16873979 C01 GABLE 1 1 Job Reference o tional oumen rinnaource, rlans rosy.......... 13.24USUBC 1,21LVla MIleKinauSmes,mc. vvea ADrz41z:24:Uaeule Scale = 1:54.8 46 1 6.00 12 2.4 II 5.6 i 4 3 1.5x8 STP = 33 GROOM 6 2x4 11 2x4 11 5 y 3x4 II e zxa 11 9 u 21 20 19 18 3x4 G 2.4. 11 3.4 = 2x4 II 2x4 II 2x4 II 10 14 13 6 4x10 MT20H3 = zza it 2x4 II 2x4 II 17 16 2x4 II 1.5x8 STP= 6x8 = 35 )m 3z4 = 16 e-4-11 I 16.8.0 17-3M1 24-40 24Y8-0 fl-d-11 F.9.4 Plate Offsets (X,Y)-- 12:0-2-10,0-1-81, 13:0-3-0,0-0-41 16:0-3-2 0-2-01 [11:01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Well 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 Incr YES W B 0.34 Hoii 0.07 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-M3H Weight: 1521b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 8-16: 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 Holz 2=253(LC 9) Max Uplift 11=-400(LC 10), 16- 556(LC 10), 2=-399(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc puffins. BOT CHORD - Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jds): 22, 23, 24 FORCES. (lb) - Max. 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>174/299 BOT CHORD 2-21- 331/896, 19-21=-032/893, 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=-82at483,22-23=-8671511,22-25=-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=4.2psf; BCDL=5.Opst h=151t; B=45ft; L=24ft; eave=4ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-4-0, Exterior(2) 114-0 to 17-2-5, Interior(1) 17-2-5 to 23-0-0, Extenor(2) 23-0-0 to 26-0-0 zone; cantilever right exposed ; end vertical right exposed; porch right exposed;CC 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 ANSVTP11. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. - 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcu Tent with any other live loads. 7) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 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 G186 galvanized plates maybe 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) 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 Qt=lb) 11=400, 16=556, 2=399. Joaquin Velaz PE No.68182 MTek USA, I= FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ® WARNING -Veritydestgnpsn rnetem end READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGE"Hi rev. 111UGdOIS BEFORE USE Design volld for use only wM MiTea conni fits design b based only upon parameters shown and Is for an Individual building component not a truss system. Before use, the building designer must verify Me appreabIrty, of design parameters and properly incorporate this design Into Me 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 whin possible personal bri and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of busses and truss systems. seeANSVTPII Quality Criteria. D3549 and SCSI building Component Safety Informaibmvollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, v M!Tek' 6904 Parke Beef Blvd. Tampa, FL 33610 Job Truss Truss Type , City Ply LT WATERSTONE-ST LUCIEC T16873980 1755766 CO2 SPECIAL TRUSS 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL-33567. 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:24:09 2019 Scale=1:55.1 6.00 F12 5x8 11 3z4 i 2.4 1I 3x4 = 3x4 = 1.5x8 STP = 6xB = 8.4-12 8-10.14 144-0 I 16.8-0 17-3i4 24-4-0 2t-0 8-4-12 6- SS-2 2-d-0 -7- ]-0d2 n.4-O Plate, Offsets (X.Y)-- 12:0-2-10,0-1-81, f3:0-3-0,0-3-41, f4:0-5-8,0-2-81, f6:0-0-4,Edae1 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.22 8-19 >413 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.63 Vert(CT) -0.2712-15 >761 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.72 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 128 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 REACTIONS. (lb/size) 2=699/0-8-0, 6=359/0-3-0, 9=911/0-8-0 Max Horz 2=253(LC 9) Max Uplift 2=426(LC 10), 6=-464(LC 10), 9=-466(LC 10) Max Gr4v, 2=699(LC 1). 6=362(LC 20), 9=911(LC 1) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2,3---894/565, 34- 306/387, 4-5=-161/399, 5-6=-148/274 BOT CHORD 2-12=-385/827, 10-12=-386/825, 8-9=402/631, 5-8=-353/386 WEBS 3-12=0/333, 3-10=-725/472, 4-10=-213/477,4-9=-630/94 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15ft; B=45ft; L=24ft; eave=oft; Cat. II,, Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 114-0, Extedor(2) 11-4-0 to 17-2-5, Interior(1) 17-2-5 to 23-0-0, Extedor(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) 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.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) Bearings are assumed to be: , Joint 6 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except (jt=lb) 2=426, 6=464, 9=466. - Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 24,2019 AWARNWG-Verllydesl9nperwrhs.dREAiDNOTESONTNISANDINCLUDEOMm5KREFERANCEPAGEMm74T3rev.feW2015BEFOREUSE. Design valid for use only with Mnek®cormectors. ih6 design Is based only upon parameters shown and Is for on Individual building component, not a truss system. Before use, the bulltling designer munverify the applicability of tleslgn porameters and property Incorporate this tleslgn Into the overall building design, Bracing Indicated Is to prevent buckling of Intllvidual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cmoda. 056-00. and SCSI Building Component Safety Infomnationavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla. VA 22314. �■' eo MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type I I Oty Ply LT9 WATERSTONE-ST LUCIEC T16873981 1755766 CO3 SPECIALTRUSS 1 1 Job Reference o tional call Firetsource, P12M Lay, FL-33567, 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 24 12:24:10 2019 �t 0 5.8 6.00 12 3x4 i 2x4 It 3x4 = 3x4 = 1.5x6 STP = 6x8 = 24-M n4 2 610-14 14L N. 173-4 23iU 2s ed eat2 �&z '12 N. 7 a-z-tz ov 1-0-0 I< Scale=1:55.1 Plate Offsets (X Y)-- [2:0-2-10 0-1-81 [3:0-3-0 0-3-41 [4:0-5-8 0-2-81 [6:0-1-4 0-0-2] [6:0-0-4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ved(LL) 0.18 12-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Ved(CT) -0.2712-15 >761 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.02 6 n/a r1a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 130 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 `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=399/0-0-0 Max Horz 2=253(LC 9) Max Uplift 2= 430(LC 10), 9=-413(LC 10), 6=-513(LC 10) Max Gmv 2=703(LC 1), 9=867(LC 1), 6120) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 IN) or less except when shown. TOP CHORD 2-3=-903/578, 3-4=-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=01333, 4-10=-212/477, 3-10=-724/471, 4-9=-639/103 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24f ; 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(i) 1-8-0 to 11-4-0, Exterior(2) 11-4-0 to 17-2-5, Interior(1) 17-2-5 to 23-0-0. Exterior(2) 23-0-0to 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 psi bottom chord live load nonconcumant 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 fall by 2-0-0 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 lb uplift at joints) except Qt=lb) 2=430. 9=413, 6=513. Joaquin Velez PE No.66182 MTek USA, Inc. FL Cart 6634 6904 Parka East BNd. Tampa FL 33610 Date: April 24,2019 ® WARNING -Verily Eeslpnparemclersand REAONOTES ON TMSANO INCLUDED MITEKREFERANCEPAGEMIL7473 rev. 1Dm3,2015 BEFORE USE. Design valid for use only with Mick® connectors. This design Is based only upon parameters shown, and Is for on inc Mdual building component, not a buss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design into Me overoll ♦ S building design. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only.Additional temporary antl permanent bracing Welk' e always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication storage, delNery, erection and bracing of busses and hum systems. seeANSUIPII QuiItly CrIl DSld9. and SCSI I1u1l Component Seel Parke East Blvd. Safety Infoenatbrlavallable ham Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexantldo. VA 22314. Tampa, FL 33610 Job Truss 1 r ATERSTONE-STLUCIEC T16873982 1755766 C04 �TmssType �Qyply erenc. otional dullder6 FIrst50urce, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed 12:24:11 2019 Page 1 c2 o, 7x10 6.00 12 1.5x8 STP= 3x12 MT20HS 11 7%I0= 10x12= 1SxB STP= 5xB = 4x12 II 8 [4 It I 7-0-8 10-142 14-0-0 16-8-0 17-3.4 20-S-14 23-8-0 20-T0 74-8 3.0-0 4.2-0 2-0-0 3-2-2 0.4.0 Scale - 1:54.3 Plate Offsets(X,Y)-- f2:0-1-11,Edgel.13:0-2-4,0-3-01 f8:0-1-80-7-1n1 [11:0-3-80-5-0] (12:0-5-00-0-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vital L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.22 13 >943 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.23 13 >888 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.83 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 3061b 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, 10-17 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 4-12.5-11: 2x4 SP No.2 SLIDER Right 2x6 SP No.21-11-12 REACTIONS. (Iblsize) 8=205/0-4-0, 2=4297/0-8-0, 10=643110-8-0 Max Horz 2=241(LC 7) Max Uplift 8=-257(LC 8), 2=-3063(LC 8). 10=-3897(LC 8) Max Gmv 8=210(LC 16). 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 1Row at midpt 4-11,5-10 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9942/6374, 34=-7181/4261, 4-5=-2789/1612, 5-6= 129/265, 6-8= 251/190 BOYCHORD 2-13=-5705/8974, 12-13=-5599/8842, 11-12=-3579/6310, 10-11=-1230/2491, 9-10=-066/485, 6-9- 410/367 WEBS 3-13=-3200/3983, 3-12=-3844/3126, 4-12=-3857/6390, 4-11=5967/3671, 5-11=-3917/748g, 5-10=-6895/3416 NOTES- 1) 2-ply truss to be connected together with 10d (0.131°x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 GO. 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 GO, member 4-12 2x4 - 1 mw at 0-9-0. oc, member 11-4 2x4 - 1 raw at 0-9-0 Go, 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: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS.(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 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tallby 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 at joint(s) 10 considers parallel to grain value using ANSYTP1 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 100 lb uplift at joint(s) except (jt=lb) 8=257, 2=3063, 10=3897. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Carl 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING- w.vltydesl9nparamsters and READ NOTES ON THIS AND DTCLUDEU MREKREFERANCE PAGE M6747arev. 10,03sinS BEFORE USE *R Design void for use only with MRek®connectors. ThU deslg06 based any upon parameters shown and is for on Individual bullding component, not a huss system. Before use, the bullding designer must verily the appllcobllHy of design parameters and properly Incorporate the; design Into the overall building design, Bracing Indicated is to prevent buckling of Individual tweb and/or chord members only. Additional temporary and permanent brocing `.I Ypq■ 1 MiTek- Isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalhjuryandpropertydamage. For general guidance regarding the fobrlcation storage, dellvery, erection and bracingoftrussesond busssystems, seeANSViPII CualkyCre@ea,OSe49and SC313Wdhp Componrrnt Safety Informall ma Doble from Truss Plate Institute, 218 N. Lee Street Suite 31Z AlexondriG VA 22314, 69o4 Parke East Blvd. Tampa, FL 33610 r 1�Clyply -ST LUCIEC ;Job T16873982 66 �Truss �T,-s.Tye s Nutiders FirstSource, Plant Glly, 1-L-33567, 8.240s Dec 62018 MiTek Industries, Inc. Wed Apr 24 12:24:11 2019 Paget ID:zZpBkWmmOHCg61(3UWAKsgr Cf2U-1713WlstCemdKBbHROU3k5YL1_gpjAtceAn.5zNVp2 NOTES- 12) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3157 Its down and 3001 Its up at 7-1-8 on bottom chord. The designtselection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fall) Vert: 1-5-54, 5-8=-54,2-13=-20, 13-22=-657(F=-637), 10-22=-20, 9-14=-20 Concentrated Loads (Ib) Vert: 13=-301 Q WARNING-Vedfydeslgnpardmelersamd READNOM ON THISANDINGLUOEDMITEKNEFERANCEPAGEMIP74T3rev. fW0Yf015BEFON£ USE Design valid for use only with Miele connectors. This tlesign Is based only upon parameters shown, and Is for an Individual building component. not my! a huss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing Indicated 6 to prevent buckling of individual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllily and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of husses and thra systems, seeANSVIPII QuaCriteria. DSB49 and BCSI Building Component Sahly Inlortnalbnovailoble from Truss Rafe Institute, 218 N. Lee Sheet Sure 312, Alexantlrlo. VA 22 14. 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type r rT1"y Ply LT 9 WATERSTONE-ST LUCIE C =5766 C05 COMMON TRUSS 1 Jab Reference (optional) bullaers hirst5ource, Plant Glty, 1-1--33567, 8.240 a Dee 6 2018 MiTek Industries, Inc. Wed Apr 2412:24:12 2019 Page 1 ID:xZpBkW mmOHCg6fGU WAKSgmCf2U-mJrRlruUeVmdEUjnr8wjbyeu3CVIYL_OrivWXzNVp1 &0 17.4-0 L 8-B-0 8-8.0 1-4.0 A 46 2x4 II 2x4 II 2x4 II 5x6 = 2x4 It 2x4 II 2x4 II Scale=1:32.4 17-4-0 Plate Offsets (X,Y)— 16:0-3-2 0-2-01 115:0-3-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) -0.00 11 n1r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(CT) -0.00 11 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 10 We n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-SH Weight: 851b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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 174-0. (lb) - Max Harz 2=185(LC 9) Max Uplift All uplift 100 Its or less at joint(s) 16, 18, 14, 12 except 2= 163(LC 10), 17=-104(LC 10), 13=-104(LC 10), 10=-163(LC 10) Max Gmv All reactions 250 lb or less at joints) 2, 15, 16, 17, 18, 14, 13, 12, 10 FORCES. (lb) -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 NOTIES- 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=2ft; Cat. II; Exio C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corri -14-0 to 1-8-0, Exterior(2) 1-8-0 to 5-8-0, Comer(3) 5-8-0 to 1 t-8-0, Exterior(2) 11-8-0 to 15-8-0, Comer(3) 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) 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 nonconcument 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 2-0-0 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 G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 18. 14, 12 except at=lb) 2=163, 17=104, 13=104, 10=163. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING - Verity desl9n peramefersand READ NOTES ON THISAND INCLUDED MMEKREFERANCEPAGEMII.74TJ rev. m/D&2o15 BEFORE USE Design valid for use only with Meek® connectors. This design B based only upon parameters shown. and Is for an Individual building component, not But a truss system. Before use, tine building designer must verify ire appllcabllity of design parameters and properly Incorporate the design Into the overall building design. Bracing Indicated is to prevent buckling of individualtcuss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabOtiy, and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fobrlcction. storage. delivery, erection and bracing of trusses and Was systems, seeANSVWII Quality Cdfeda, DSB-W and BCSI Building Component 69M Parke East Blvd. safety Informatbruvollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type s t Oty Ply�JTbRWference TERSTONE-ST LUC]EC T16873984 1755766 C06 COMMON TRUSS 1 o banal bullaers Flrstsource, Plant ldty, rL-33557, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:24:13 2019 Scale: 3/8'=1' Sx6 �o 3x6 = 5x8 = 3x6 = Plate Offsets (X Y)-- f2:0-0-8 0-0-21 [3:0-3-8 0-2-8](4:0-2-12 0-1-81 16:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.19 6-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.32 6-12 >641 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 4 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-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=71310-8-0, 4=713/0-8-0 Max Horz 2=185(LC 9) Max Uplift 2=-403(LC 10), 4=403(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-917/569,3-4=-917/569 BOT CHORD 2-6=-2581737, 4-6=-258/737 WEBS 3-6=-3/404 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. NOTES- 1) UAbalanced 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=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 5-8-0, Exterior(2) 5-e-0 to 11-8-0. Interior(1) 11-8-0 to 15-8-0, Extedor(2) 15-8-0 to 18-8-0 zone; cantilever left and right exposed ;C-C for members and forces BTAWFRSfor 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (II=11a) 2=403, 4=403. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNB/G-Verilydeal9rParamelenand RE/10 NOTES ON MMANONCLUOEOMREKNEFENANCEPAGEMlF74TJrev. 1041147015 BEFORE USE Design volld for use only with Mge'kg connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a truss system, Before Use, the balding designer must verity the applicability of design parameters antl property Incorporate this tleslgn Into the overall] building design. Bracing Indicated is to prevent buckling of Individual Was web and/or hord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal him and property damage. For general guidance regarding the fabrication. storage, delivery, erection antl bracing of trusses and truss systems NANSVIPl1 Quolty Ciliates. DSM9 and BC9l luldhp Component Sahty mlomlatbluv'liable from Truss Plate Institute. 218 N. Lee street, Suite312. A.and8a VA 22314. �■ p■ MiTek' 69pd Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r r Oty Ply LT9 WATERSTONE-ST LUCIEC T1fi873985 175576fi CJ1 JACK-OPEN 4 1 _ Job Reference (optional) Builders RrstSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:24:13 2019 Page 1 ID:xZpBkWmmOHCg6fGUWAKsgaCf2U-EW PpyBv6PpuUsel_PsRy89B3AgshHpaA4yt22z8JVp0 -1-0-0 2N 4 1-0-0 0-11-4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ved(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hom(CT) 0.00 4 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Hom 2=79(LC 10) 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:7.6 PLATES GRIP MT20 244/190 Weight: 5 It, FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDlr4.2pst BCDL=5.0psl; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.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) Filter 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, 4 except Qt=lb) 2=195. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ,& WARNMG - Verily d.. ,, imnvn (uo r and READ NOTES ON MIS AND MCLUUED MREK REFERANCE PAGE M&7473 rev. 1a=201s BEFORE USE �■� Design void for use only with MRekea connectors. this tleslgn is based oNy upon parameters shown. and Is for an ind'rvldaCI bullding component. not a rust system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual tons web and/or chord members only. Adddlonol temporory and permanent bracing Is always required for stobOlH and to prevent collapse with passible personal hjury and property damage. For general guidance regarding the Safety Nformartbrpvallllloble from Truss Plate Institute, 2 8 N. Lee Street Sul 312. Ale+o n VGA 22314. � g6E-09 and BC31 WtEMg Component ■'�,■q MiTek' Tempa0FLe 3361O Blvd. Job Truss Truss Type I City Ply LT WATERSTONE-ST LUCIEC T76873986 1755766 CAP Jack -Open Truss 4 1 Jab Reference o clonal Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 201B MiTek Industries, Inc. Wed Apr 2412:24:14 2019 Page 1 ID:xZpBkW mmOHCg6fGU W AKsgmCf2U-i izBAXvkA70LUotAzZyBgNjEwECwOGgJJcObaPzNVp7 .1-4-0 0-11-4 1-4-0 F 0-11-0 i Scale =1:7.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Wail L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(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 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-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 puriins. 130T CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ill 3=-a/Mechanical, 2=158/0-3-0, 4_ 15/Mechanical Max Hoa 2=79(LC 10) Max Uplift 3=-6(LC 7), 2=-213(LC 10), 4=22(LC 15) Max Grav 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 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) P6ovide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s) 3, 4 except (jt=lb) 2=213. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 OWARNING-Vedl7des/5nparemerersend READNOTESONTHISANDWCLUDEDMR REFERANCEPAGEM674nmv. 140312015BEFOREUSE *R Design valid for use only with 10900 connectors. This design Is based only upon parameters flown, and Is for an Individual building component, not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building desgn. Bracing Indicated 6 to prevent buckling of lndrAdual hussweb and/or chord members only., Additional temporary and permanent bracing Is always required far stability and to prevent collapse wIM possible personal InJury and property damage. For general guidance regarding Me fobricanon storage. delivery, erection and bracing of human and muss systems, seeAlil 11 CualByCmnb, DSSAI9 and BCSI Bu9ding Component Slei tnUmmatfor o citable from Tnss plots Instil 218 N. Lee Sheet. Suke312. Alexandria. VA 22314. ■�. IYgp` MiTek* 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r I r Oty Ply LT 9 WATERSTONE-ST LUCIE C T76873987 1755766 CJ3 Jack -Open Truss 4 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:24:14 2019 Page 1 I D:xZpBk W mmOHCg6fGU W AKsgaCf2U-iizBAXvkA70LUotArZyBgNjfiwEB7OGgJJcObaPUJVp7 2-11-4 2-114 Scale = 1:12.7 Plate Offsets (X,Y)— 12:0-4-0.0-0-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vart(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/rP12014 Maftil Weight: 12lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Ho¢ 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Gray 3=68(LC 15), 2=195(LC 1), 4=49(LC 3) FORCES. (Ill - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 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 fora 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) RSfer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except 01=115) 2=157. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 QWARNING-Vldfydeslgnperemefe..d REAONOTES ONTHISANO INCLUDED MREKREFERANCEPAGEM67423rev. 1IMMISBEFORE USE. Design valid for use onlywlm MifeW connectors. R is design Is based only upon parameters shown, and Is for an IntlNldual bultling component, not a truesystem. Before use, the bulding designer must verity Me applicability of design parameters and Drapery Incorporate this design Into me overall bulldingdesign.Bracing Indicated istoprevent bucWingofIri ldualtrussweband/archordmembersonly.AddiflonaltempararyCndpermonentbrc0ing b always required for stability and to prevent collapse with po bie personal Injury and property damage. For general guldonce regarding the fabticaflon, storage. delivery, erecflon and bracing of trusses and tl rystami seeANSIM11 Quell cm.m, ose.89 and 1101 Bull Compan.nt ebrx Sal from Truss Plate Piote Insfl218 N. tee Sheet. Suite312, Alexontlrlc. VA 22314. C■{ �■ MiTek' 69M Parka East Blvd.Sal Tampa, FL 33610 b Truss Truss Type 1 t Oty, Ply LT9 WATERSTONE-ST LUCIEC r1755766 T76873988 CJ3P Jack -Open Truss 4 1 Job Reference (optional) owners rustsource, Flan city, rL-J3bbl, 8.240 s Dee 6 2018 MiTek Industries, Inc. Wed Apr 24 12:24:15 2019 Scale-1:12.7 2-11-4 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 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 W B 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/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 Gres, 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. Structural wood sheathing directly applied or 2-11-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=41t; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This III has been designed for a live load of 20.0pst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 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 1001to uplift at joint(s) 3, 4 except Gt=lb) 2=212. Joaquin Velez PE No.69182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WA171VING-V1mydest9n1aremetersend READ NOTES ON PILSAND MCLUU£D MNEKREFERANCEPAGEM0.74YJ ny, 10VbIf?0156EF0RE USE Design valid for use only with Maed9 connectors. This design Is bcwd only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the cppllcob0lty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of hdMdual Truss web and/or chord members only. Additional temporary and permanent bracing b always required for stoblllfy and to prevent collome with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delNery, erection and brochg of trusses and buss systems, seeANSUIPII Quality Crtedo, DSB49 cold SCSI Building Component Sabry hf9rma8prx forcible from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. MiTek' 690 , Parke East BNd. Tampa, FL 33810 Jobss Type { pry ply LT9 WATERSTONE-ST LUCIEC T16873989 Open Truss 4 7 Job _Reference so tional Builders FirstSource, Plant City, FL-33567, 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 24 12:24:15 2019 Pagel ID:x2pBkW mmOHCg6fGUW AKsgaCf2U-AuXaNtwMxO9C5xRMW HTODaGLyeTWIj4TXG896szNVp_ 4.0 4.11-4 W0 4-11-4 Scale a 1:17.6 3" = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL, 0.05 4-7 >999 240 MT20 2441190 TCOL 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 Horz(CT) -0.00 3 ri rVa BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffins. 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 Hom 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Gray 3=127(LC 15), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) -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=5.Opsf; h=15ft; B=45ft; L=241t; eave-oft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 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=11a) 3=107.2=167. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Apfil 24,2019 O WARNMG-yedfrdesign yeremelesend READ NOTES ON TN5ANDINCLUDEDMREKREFEBANCEPAGEMR74M3re.. 1ND 015 BEFORE USE. �w� Design valid for use only with Mffek® connectors. This design is based only upon parameters shown, and Is for on Ill building Component, not a truss system, Before use, the butiding designer must verity me applicability of design parameters and property Incorporate this design Into me overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ■•��O MiTek• Is always recurred 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, seeAN6171P11 Qualify Criteria, DSS419 and SCSI Building Component Safely Infoenafbrxn'oilable from Truss Rote Institute. 218 N. Lee Street Suite 312. Alexandilo. VA 223IA. 6904 Pake East Blvd. Tampa, FL 33610 Truss Truss Type r r 1 City Ply�JbReference RSTONE-ST LUCIEC [1755766: T16873990 CJSP Jack -Open a o option ommem 1.15laoaru0, riem Illy," uoo ozeu s uec o cute mu ex mousmes, mc. wea Apr ee iz:zn:to tutu regal 1D:xZDBkWmmOHCg6fGU WAKsgmCf2U-f45ybDx?ikH3j5OY4_1mopTN2mpUAKemMidlzNVoz LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (roc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.12 4-7 >486 240 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Ven(CT) 0.11 4-7 >556 180 RCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ito/size) 3=112/Mechanical, 2=262/0-4-0, 4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-122(LC 10), 2=-261(LC 10). 4= 75(LC 10) Max Gram 3=116(LC 15). 2=262(LC 1), 4=87(LC 3) FORCES. (Ito) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:17.6 PLATES GRIP MT20 244/190 Weight: 16 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exted r(2) zone; porch 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 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-M 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) 4 except (jt=lb) 3=122, 2=261. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNWG-Ventydes/gnp4rametemand NERD NOTES ON TN/SANDWCLUDONM KSEFENANCEPAGEM674".re. 10111342a]S BEFORE USE Design valid for use only with MITekep connectors. This design Is based only upon parameters shown, and a for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design porometers and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent bucking of individual toss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse w6h passible personal Wury and property damage. For general guidance regarding Me fabrication. storage, delivery, electron and bracing of trusses and truss systems seeANSVIPII Qua11NNyy Criteria. 03"9 and SCSI Building Component Safety mformatloaxwotoble from Truss Plate Institute, 218 N. Lee Street Suite 312, A solandrla, VA 22314, ��®® MV MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type t 1 1 Oty Ply LT WATERSTONE-ST LUCIEC T16873991 1755766 1 JACK -OPEN TRUSS 29 1 Job Reference (optional) Builders FlrstSource, Plant City, FL - 33567, 8.240s Dec 62018 MTek Industries, Inc. Wed Apr 24 12:24:16 2019 7-0-0 7.0-0 Scale = 1:22.6 Plate Offsets (X,Y)-- 12:0-2-10,0-1-8] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 1.00 Vert(LL) 0.18 4-7 >453 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.22 4-7 >385 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/FPI2014 Matdx-MP Weight: 24lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=164/Mechanical, 2=336/0-8-0, 4=86/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=161(LC 10). 2=-185(LC 10) Max Gmv 3=185(LC 15), 2=336(LC 1), 4=126(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=451t; 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. Intedor(1) 1-8-0 to 2-8-5, Exterior(2) 2-8-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 346-0 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 1001b uplift at joint(s) except (]t=lb) 3=161, 2=185. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 A WARNING - Verlfydesrgn Paromef...d READ NOTES ON T MMDWCLUOEOM KREFERANCEPAGEMX74M.. 10A342015 BEFORE USE w�' —7 Design valid for use only wits MReMconnectors. This design I; based only upon parameters snows. and b for an Individual building component. not a truss system. Before use, the building designer must verity the applicability of dosign poiameteis and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWPlg of Individual suss web and/or chord members only.. Addllloncl temporary and permanent bracing i.�,■M WOW Is always required for stobllity and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and true systems seeANSVIPl1 Quallly Criteria, DSB-89 and BCSI Building Component Safety Bsfomsationavollabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. 69" Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 1 t 1 Oty Ply LT 9 WATERSTONE-ST LUCIE C T76873992 1755766 EJ7P Jack -Open 4 1 Job Reference (optional) Builders FirstSource, Plant City, FL-33567, 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 24 12:24:17 2019 Pagel ID:xZpBkW mmOHCg6fGUWAKsgmCf2U-7HfKoZydT2PwLFbleWul7Lf7R5PDZC17adGAkzNVoy -1-4-0 3-3-1 7-M HE 1-4-0 ~ 3-8.15 Scale-1:22.6 3x4 = 7.0-0 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.20 6-9 >408 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 VerICT) 0.17 6-9 >482 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.22 Horz(CT) -0.01 6 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-9 Oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=82/Mechanical, 2=334/0-4-0, 6=171/Mechanical Max Hoa 2=241(LC 10) Max Uplift 4=-87(LC 10). 2=-317(LC 10), 6=-203(LC 10) Max Grew 4=101(LC 15), 2=334(LC 1). 6=178(LC 3) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-313/387 BOTCHORD 2-6=-671/288 WEBS 3-6=-311/726 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; 6=45ft; L=24ft; eave=4ft; 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 2-8-5, Exterior(2) 2-8-5 to 6-114 zone; porch 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 is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 fora 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 2=317, 6=203. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 24,2019 WARNWD - Ven ly design peramerers and READ NOTES ON THIS AND /NOL UOED MREK REFERANCE PAGE MX74TJ rev. l is oacrOIS BEFORE USE Design valid for use only with M Irok0conneclors. This design 6 based only upon parameterssnown, and b for an individual bustling component, not a hum system. Before use, the b WOing designer must verity the appllcabYlfy of design parameters and properly Incorporate this design Into the overall bulongdeslgn. BracingIndicated Istoprevent truckling ofindividual muss web and/or chord members only. Additional temporary and pennanembracing 4 always required for salinity, and to prevent collapse with possible personal injury and property damage. For general guldcnce regarding me fabn, ricallostorage, delivery, erecttrusses ion and bracing of trues and hum systems. seeANSUB'll QualityCdfeda, DS349 and SCSI building Component Safety Nfomm lonovalloble from Truss Rote Institute, 218 N. Ise Street Suite 312, Alexandria, VA 22314. MiTek' 6904 Park Parke Ent Ent B Blvd. tl. Tam a 9, 33610 Joh Truss Truss Type u I 1 Oty Ply LT 9 WATERSTONE-ST LUCIEC T76873993 1755766 HJ7 Diagonal Hip Girder 2 1 Job Reference (optional) bulloons Firstsaurce, Plant City, I-L- 33567, 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 2412:24:18 2019 Page l ID:xZpBkW mmOHCg6fGUWAKsgmCf2U-bTDiOuyFEL%nyPAxCP17rDunNrOvyuAvOEMpiBzNVox -1-10-10 3.5-10 9-10.13 n 7-10-10 3.5-10 6.5-3 Scale = 1:22.0 Plate Offsets ()4Y)-- 12:0-2-11,0-0-31 LOADING (fid) SPACING- 2-0-0 est. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Ven(LL) -0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Be 0.80 Vert(CT) -0.22 6-7 >529 180 BCLL 0.0 Rep Stress ]nor NO W B 0.75 Hom(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 441b FT=20% LUMBER - TOP CHORD 2x4 SP No.t BOT CHORD. 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=294/Mechanical, 2=41310-8-0, 5=299/Mechanical Max Holz 2=292(LC 8) Max Uplift 4=-298(LC 8), 2=234(LC 8), 5=-53(LC 8) Max Gmv 4=342(LC 13), 2=413(LC 1), 5=303(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 995/269 BOT CHORD 2-7=-515/977, 6-7=-515/977 WEBS 3-7=0/300, 3-6=-998/526 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc purlins. BOT CHORD - Rigid ceiling directly applied or 7-8-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsh h=15ft; B=45@; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom 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 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=lb) 4=298, 2=234. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27).toA-.-134(F=-00, B=-40), 8=0(F=10, B=10)-to-5=-49(F=-15, B= 15) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ,&WARNING-VerifytleLSn paremetersend RFADNOTES ON TN/SANDWCLUD£DMI KNEFERANCEPAGEMD74M.r .. 101,012015BEFDBEUSE ♦�w� DesignVold for use only With MRek0connectors. this design IS based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability otdesign parameters and properly Incorporate this design Into me overall building design.&acing Indicated is to prevent buckling of individual truss web and/or chord members only. Addltlonol temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Ii and property damage, For general guidance regarding me fabrication, storage. tla ly.q. arectlon and bracing of trusses and Muss systems seeANSVrFI1 Quality CtBedn, DSB419 and SCSI SuSdbp Component Safety Informa89rnvalabie from truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. ■.��p� MiTek' 6904 Parke East Bind. Tampa. FL 33610 Job Truss Truss Type 1 Oty Ply LT9 WATERSTONE-ST LUCIEC T76873994 1755766 HJ7P Diagonal Hip Girder 2 1 Job Reference (optional) tJralpers hrrstbource, Plant Gity, FL-93567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:24:18 2019 Scale = 1:23.0 Plate Offsets (X,Y)— f6:0-2-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.21 6-7 >562 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 6-7 >568 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-M8H Weight: 441b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=291/Mechanical, 2=412/0-5-11, 5=299/Mechanical Max Hom 2=291(LC 8) Max Uplift 4= 300(LC 8), 2=-423(LC 8). 5=-240(LC 8) Max Grav 4=336(LC 13), 2=412(LC 1), S=299(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-987/728 BOT CHORD 2-7=-943/951, 6-7=-943/951 WEBS 3-7=-132/290, 3-6=-970/963 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 5-7-13 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=S.Opsh h=15ft; B=451t; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; 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 fora 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 2 SYP No.2 crushing capacity of 565 psi, Joint 5 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 joints) except (jt=lb) 4=300, 2=423, 5=240. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard - 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-134(F=AO, 13=40), 8=0(F=10, B=10)-to-5=-49(F= 15, B=15) Joaquin Velez PE No.68182 Mink USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING-Vedfydss11n1.r4ersand NEAO NOTES ON MIS AND WCLUOEDMRENNEFENANCEPAGEMX74x .v. leAM015BEFOBE USE ■ ' Design valid for use only with Mil connectors. this design Is based only upon parameters shown, and Is for an Individual building component not a truss Syste. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. gracing lndlcaled is to prevent buckling of Individual truss web and/or chord members only., Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and huts systems. woANSUIP1t Quay Criteria, DS849 and 6CSI Bolding Component Sooty Nformatiomvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Ia.�Y�J MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Type d 4 f Cry Ply LT9 WATERSTONE-ST LUCIECT16873995 TP�07 1755766 Hip Girder i 1 Job Reference (optional Builders FhstSource, Plant City, FL- 33567, 8.240 s Dec 62018 Mil Industries, Inc. Wed Apr 2412:24:19 2019 Page 1 ID:xZpBk W mmOHCg6fGU W AKsgmCf2U-3fm4DEzt?ffeaZI716YMNOOZYFhghUN2Su6MEd:N Vow -1-4-0 3-4-14 13-0-0 7-240- -r21-4.0 14-0 3 0.6-I 300-4 4-14 3-7-2 372 a 46 = 5x8 = 4x6 = 3x8 = 4M' = 3x4 = 4x6 = Scale - 1:36.9 Plate Offsets (X Y)- [4:0-3-8 0-2-0] f5:0-5-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.21 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.21 9-17 >999 180 BCLL 0.0 ' Rep Stress [nor NO W B 0.17 Horz(CT) -0.08 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 98 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1581/0-4-0, 7=1581/0-4-0 Max Hom 2=154(LC 7) Max Uplift 2=-1301(LC 8), 7=-1301(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc patina. BOT CHORD Pill ceiling directly applied or 4-1-2 oc bracing. FORCES. (Its) - Mm CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3001/2336, 3-4=-2839/2241, 4-5=-2546/2069, 5-6=-2837/2241, 6-7=-3002/2336 BOT CHORD 2-11=-1975/2751, 9-11=-1825/2538, 7-9— 1975/2637 WEBS 4-11=-171/456, 5-9=-171/456 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=15ff; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 at=lb) 2=1301, 7=1301. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 6051b down and 376 Ib up at 13-0-0. and 605 lb down and 376 to up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 4-5=117(F=-63), 5-8=-54, 12-15=-43(F— 23) Concentrated Loads (Ib) Vert: 4=-347(F) 5=,347(F) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING-Vedrydesign persmetma and NEAO NOTES ON MMANOINCLUOEO MUrKNEFENANCEPAGEM6747a rev. 101XV?015eEFONE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown and Is for an individual building component, not a truss system. Before use, the Wilding designer man verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only, Additional temporary and permanent brocing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For generol guidance regarding the fobdcotlon. storage, delivery, erection antl brat of trusses and truss systems. woMSIAPI I Qualiny CMede, D5949 and BCSI Building Component 69N Parke East Blvd. 5aM1ty Infolmatbmvoiloble from Truss Plate Institute. 218 N. tee Street, Suite 312, Alexantlrlo. VA 22314. Tampa, FL 33610 Truss Truss Type ( City Ply LT9 WATERSTONE-ST LUCIEC E175576:6: T16873996 PO4 Hip 1 1 Jab Reference (optional) Builders RrstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 2412:24:20 2019 4x6 = 4x6 = Scale =1:33.6 4ld3 = 3a MT20HS = 4x6 = 3x4 = 3x4 = o-n.n 201Ln 9-0.0 2.0-0 i 9.0.0 LOADING (psf) SPACING- 2-0-0 DEL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) 0.48 7-15 >500 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 8C 0.95 Ved(CT) 0.40 7-15 >598 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) -0.05 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 91 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pumns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/0-4-0, 6=740/0-4-0 Max Harz 1=167(LC 9) Max Uplift 1=-738(LC 10), 6=-738(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1294/2313, 2-3=-994/1936, 3-4=-838/1815, 4-5=-994/1936, 5-6=-1294/2313 BOT CHORD 1-9=-2035/1147, 7-9=-1481/838, 6-7= 2035/1147 WEBS 2-9=-375/636, 3-9=-679/287,4-7=-679/287,5-7=.375/636 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=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) 0-" to 3-0-0, Intedor(1) 3-0-0 to 4-9-1, Extedor(2) 4-9-1 to 15-2.15, Inledor(1) 15-2-15 to 17-0-0, EMerior(2) 17-0-0 to 20-0-0 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) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 1=738, 6=738. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: April 24,2019 ® WARNING-Veriry deslBn Aaramefers end READ NOTES ONTDSAND/NCLUDEDM?EKNEFENANCEPAGEM6)4M.I 16ADY1015BEF09E USE ■- Designvalid for use only withMgekeDconnectors. Th6 design Is based only upon parameters shown, and is for an inc Mdual building component, not ■■ Mu a Miss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this deslgn Into Me overall bullding design. Bracing Indicated b to buckling of lhc1ltruss web and/or chord members only. Addiflonal temporary and bracing MiTek' prevent permanent s always requlred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobricotlon storage, delivery, erection and bracing of Musses and truss s N51/IPII systemseeAQuality Cdbrks, DSB-89 a load I= Building Component 6904 PaAa East Blvd. Easta SaNly Nlortnsstbrpvalloble from Truss Plate Institute, 218 N. Lee Street, Suee 312 Alexandria, VA 22314. Tempe, R. Symbols PLATE LOCATION AND ORIENTATION 14- 13 74 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates To both sides of truss and fully embed Teeth. 0 �71 For 4 x 2 orientation, locate plates 0-'ne" from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 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 Indicated by symbol shown and/or by text In the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/rPll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 'Guide tb Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Infic sixteenths t s IIII (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED 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-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek' MITek Engineering Reference Sheet: Mll-7473 rev, 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3.. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of 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 suitably protected from the environment In accord with ANSI/IPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins 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/IPI 1 Quality Criteria.