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HomeMy WebLinkAboutTRUSS PAPPERWORKLumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2125284 - LOT 35/2 WATERSTONE / FT P MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 2125284 Model: 2265 B Tampa, FL 33610-4115 Lot/Block: 35/2 Subdivision: WATERSTONE/FT PIERCE Address: 8509 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/TPI2014 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 38 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name 1 T18329969 A 10/10/19 23 T18329991 D15 2 T18329970 Al 10/10/19 24 T18329992 D17 3 T18329971 A3 10/10/19 25 T18329993 D19 4 T18329972 A5 10/10/19 26 T18329994 D21 5 T18329973 B7 10/10/19 27 T18329995 E7 6 T18329974 B9 10/10/19 28 T18329996 E7V 7 T18329975 E111 10/10/19 29 T18329997 FG 8 T18329976 B13 10/10/19 30 T18329998 G 9 T18329977 B15 10/10/19 31 T18329999 Gt 10 T18329978 B17 10/10/19 32 T18330000 GX 11 T18329979 B19 10/10/19 33 T18330001 M 12 T18329980 B21 10/10/19 34 T18330002 MX 13 T18329981 C1 10/10/19 35 T18330003 PB 14 T18329982 C1 V 10/10/19 36 T18330004 PB1 15 T18329983 C3 10/10/19 37 T18330005 R7 16 T18329984 C3V 10/10/19 38 T18330006 VR7 17 T18329985 C5 10/10/19 18 T18329986 C5V 10/10/19 19 T18329987 D7 10/10/19 20 T18329988 D9 10/10/19 21 T18329989 D11 10/10/19 22 T18329990 D13 10/10/19 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 ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek orTRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken intoaccount in the preparation ofthese designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. Date 10/10/19 10/10/19 10/10/19 10/10/19 SCANNED 10/10/19 10/10/19 BY 10/10/19 10/10/19 St Lucie Coumy 10/10/19 10/10/19 10/10/19 10/10/19 10/10/19 10/10/19 10/10/19 10/10/19 69'. USA, Ina FgOert nips 69 Parke F2s[Bl d. Tampa F133510 0 a: October 10,2019 Velez, )�aquiy 1 of 1 Jab Truss Thus Type IX Ply LOT 35/2 W ATERSTONE / FT P T18329969 2125284 A PIGGYBACK BASE TRUSS 4 1 Job Refere ce (optional) Builders i- albource (rlam Laty, Fly, Plant Ulty, FL - 33557. 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Ucl 9 15:01:46 2U19 rage 1 Scale=1:81.6 5x6 = 5x6 = 6.00 12 6 7 4x6 i 5x6 5 26 8 Sx6 i 2x4 �i m d 9 q 1.Sx8 STP= d 2x4 Q 27 3 10 Ir 1.5xS STP=25 1 17 o 1 2 5x6= 28 29 16 15 30 14 1331 32 12 ]N , 6 c 3x6 = 3z9 — 3x6 = 3x4 = 3x6 = 18 3x4 = 3x6 = 6x8 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.37 18-21 >281 240 MT20 244/190 TCOL 7.0 LumberOOL 1.25 BC 0.81 Vert(CT) 0.2818-21 >378 180 BCLL 0.0 ' Rep Stress Incr VES WB 0.62 1 Hoa(CT) 0.07 10 ri n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except' BOT CHORD 4-18: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=390/0-8-0, 18=1585/0-3-0, 10=1325/0-7-8 Max Horz 2=-421(LC 8) Max Uplift 2=-460(LC 10), 18=-829(LC 10). 10=-682(LC 10) Max Grant 2=394(LC 19), 18=1738(LC 15). 10=1427(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-360/488, 3-4=-278/422, 4-5=-233/472, 5-6=-1469/1222, 6-7=-1377/1172, 7-8=1574/1202,8-9= 2330/1438,9-10=-2565/1539 BOT CHORD 2-18=-378/229, 17-18=-1592/664, 4-17= 313/240, 16-17=-642/1332, 14-16=-480/1269, 12-14=-907/1751,10-12=-1176/2232 WEBS 3-18=-276/385, 5-17=-17731742, 5-16=0/258, 6-14= 78/396, 7-14= 203/428, 8-14=-723/537, B-12=-89/487, 9-12=345/295 Weight: 23711b FT=20% Structural wood sheathing directly applied or 3-6-12 oc pudins. Rigid ceiling directly applied or 4-" oc bracing. 1 Row at midpt 5-17, 6-16, 8-14 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2, Extedor(2) 15-4-2 to 31-6-8, Interior(1) 31-6-B to 40-0-0, Extedor(2) 40-0-0 to 44-0-0 zone; parch left 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 pst 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 18 SYP No.2 crushing capacity of 565 psi, Joint 10 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 (jt=1b) 2=460, 18=829, 10=682. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Bald. Tampa FL 33610 Date: October 10,2019 AWARNING- Verify designPersmelersanCREADNOTES ONTMSANDINCLUDEDMR RUERANCEPAGEMLL74TdWK1111132015BEFOREUSE Design vend for use only with MTekO connectors. This design a based only upon parameters shown, and is for on Individual build ng component, not a truss system. Before use, Me building designer must verity, the applicabllity of design parameters and properly Incorporate Mls design Into the overall bulldingdeslgn, BrocIngIndicated IstobucklingofIndividual rues web and/or chord members only. Addllonaitempoma andpermanentbracing MiTek' prevent Is always requiretl for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding Me fabrication, storage, doWery, erection and bracing of trusses and truss systems. seeANSU1Pi1 Quality Criteria. DS349 and SCSI Building Component 690q Parke East BNE. Safety InfonnatbNvoOable from Tress Rate InseNte. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply 35/2 WATERSTONE / FT P T18329970 2125284 Al PIGGYBACK BASE TRUSS 1 1 JLOTob Reference (optional) ammers rns,aoume Irian,'try, rl), rlam la1y, I-L- JJba/, 6.00 F,2 4x6 i 4 6x12 M720H54 6.Z4U a JUI 14 ZU19 MI 1 eK ID:6gDIOH2OVegl NklsxoNemzyuULB-Z2 251 -0 31-5-12 4.8-0 5.9.12 54 = 5x6 = 5 6 5x6 1.5x8 STP - H, 16 1 2 5x6 = 27 28 15 29 14 0 3x4 = 3x6 = 30 13 31 ,12 11 3x8 = 3x6 = 3x4 = Inc. Woo Use U 1b:U1:914UJU rage r 7tgusl%UsgSICgVC2W 74uOd7MyV6Tl 78 44-0-0 0- Scale = 1:81.6 2x4 /i 8 d 1.5BSTP x= d 26 s 0 to ' � o d N 3x6 = LOADING (pso 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/TP12014 CSI. TC 0.72 BC O.B2 WB 0.69 Matrix-MSH DEFL. in (too) Wait Ud Vert(LL) 0.34 17-20 >276 240 Vert(CT) 0.26 17-20 >363 180 Horz(CT) 0.09 9 We n/a PLATES MT20 MT20HS Weight: 230 lb GRIP 244/190 1671143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-0-8 oc bracing. 3-17: 2x4 SP No.3 WEBS 1 Row at midpt 4-16, 7-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=327/0-8-0, 17=1624/0-3-8, 9=1350/0-7-8 Max Ho¢ 2=-021(LC 8) Max Uplift 2=-386(LC 10), 17=-866(LC 10), 9=-685(LC 10) Max Grey 2=330(LC 19), 17=1775(LC 15), 9=1448(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-337/453, 3-4=278/346, 4-5=-1580/1229, 5-6=-1425/1181, 6-7=-1628/1211, 7-8=-2375/1448, e-9=-2610/1549 BOT CHORD 16-17- 1779/948, 3-16=-478/434, 15-16=664/1475,13-15=-495/1344, 11-13=-916/1795, 9-1 l= 1185/2273 WEBS 4-16=-1921/899,4-15=-30/256, 5-15=-133/323, 5-13=-78/370, 6-13=-213/461, 7-13=-718/538, 7-11=-89/478, 8-11=-046/295 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=5.8psf; h=151t; B=45ft; L=401t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MI (directional) and C-C Extenor(2) -1-4-0 to 2-8-0, Intenor(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-8, Intenor(1) 31-6-8 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except (1=11I) 2=386, 17=866, 9=685. Joaquin Velez PE N0.68182 MTak USA, Ina FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 10,2019 ,&WARNING-VerlNdes/gnPerumetcys.d READNOTES ON Wes AND INCLUDED MITEKREFERANCE PAGE MHI7l4VJrev. INDY[piSDEFORE USE Design volld for use only with MTeM connectors. this design is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use, Me building designer must verify the applicability of design parameters and properly Incorporate ints design Into Me overall builtling design. Bracing Indicated is to buckling of Individual truss web and/or choral members only. Additional temporary and bmcing M)Tek' prevent permanent Is always required for stability and to prevent collapse Wth possible personal injury and property damage. For general guidance regarding Me li 6904 Parke East Blvd. fabdcanom storage, delNery, erection and bmcing of Musses and now systems, seeANSUIPII Quaft Criteria, 0911419 and SCSI Building Component Safety Nfonnationavolloble from Truss Plate Ins6Me. 218 N. Lee Si Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type cn* Ply LOT 35/2 WATERSTONE/FTP T18329971 2125284 A3 PIGGYBACK BASE TRUSS 1 1 Job Reference optional) Builders F1r5I5ource (Plain City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Cot 9lb:U1:49 ZU19 6.00 r12 46 4 6xl2 MT20HS i 3 1.5x8 STP=24 ._ 3x6 = 45 = 17 4.6 II Sx6 = 5x6 = 5 6 5x6 7 15 27 14 28 13 29 12 30 11 3x4 = 4x6 = 3xB 46 = 3x4 2x4 i 8 I.SX8 STP = 26 6: 0-6 7- 4 15-5-9 25.8-0 34-3-0 42-7-8 6.t up n.. ti a a tn.9.7ea-e 3,6 = Scale = 1:81.6 910 Id J o d N Plate Offsets (X Y)-- [5:0-3-0 0-2-01 [6:0-3-0 0-2-01. P'0-3-0 0-3-01. [17:Edde 0-3-e1 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC -0.85 Vert(LL) 0.21 17-20 >401 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5813-15 >734 180 MY20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2301b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 3-17:2x4 SP No.3, 14-16,12-14: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=304/0-8-0, 17=1611/0-0-8, 9=1385/0-7-8 Max Ho¢ 2=421(LC 8) Max Uplift 2=-051(1-C 10), 17- 854(LC 10), 9=-699(LC 10) Max Gmv 2=307(LC 19), 17=1731(LC 15), 9=1479(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or4-2-11 oc bracing. WEBS 1 Row at midpt 4-16, 5-13, 7-13 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-355/434,.3-4=-301/295, 4-5=-1764/1340, 5-6=-1492/1215, 6-7=-1703/1249, 7-8=-243818-9=-2674/1589 BOT CHORD 16-17=-1733/951, 3-16=-463/404, 15-16=-768/1698,13-15=546/1435, 11-13=-952/1857, 9-11=-1221/2330 WEBS 4-16=2045/1002, 4-15=105/315, 5-15=-211/431, 5-13=-77/384, 6-13=-237/512, 7-13=-711/541,7-11=-92/466,8-11=-347/293 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=4.2psY BCDL=S.Spst h=15ft; B=45ff, L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 15-4-2, Extedor(2) 15-4-2 to 31-6-9, Interior(1) 31-6-9 to 40-0-0, Extedor(2) 40-0-0 to 44-0-0zone; porch left 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= I0.Opsf. 7) Bearings are assumed to be: , Joint 17 SYP No.2 crushing capacity of 565 psi, Joint 9 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) except (jt=lb) 2=351, 17=854, 9=699. Joaquin Will PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dale; October 10,2019 O WARNING -Vexllydeasurparsmeters and READ NOTES ON THISAND INCLUDED MREKREF£RANCEPAGENI47473re. IDM12015BEFOREUSE Design volid for use only with M9eM connection. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall building design, &adng indicated is to prevent buckling of Individual vuss web and/or chord members only. Additional temporary and permanenhbracing M!Tek' B always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricationstorage. delivery. erectlon and bracing of asses and truss systems. seeANSVIPII Quality Creeds, DSB-59 and BC31 Bull Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Infomrafforer oioble from Psi Here Institute, 218 N. Lee Street suite 312 Alexandria, VA 22314. Job Truss Thus Type LOT 35/2 WATERSTONE I FT P T18329972 2125284 A5 PIGGYBACK BASE TRUSS 70tkPly 1 Job Reference (optional) builders rinabource Lrlam wy, I-L), rare Ulty, rL-3Jbbl. U.440 S Ju1142UJU MI I eK mdustnes, Inc. WOO UM a TD:u l:au GU la rayu I ID:6gDIDH2OVeg1 NklsxoNemzyuULB-zBdFVxIaIOlvlscF bE6UIw5PrgPMFZmsdHbhyV6TF ".3.0 I 37-1122 1 -1--12 3.7.4.-2800 35151013 7 7-4 452.2--]8 1� 5x6 i 3 1.SxB STP = 25 7 2 3.4 = d 18 3x6 = 3.6 II Sx8 = 6.00 F12 Sx6 = 5 6 Sx84 2/ \\ 'x6 16 15 14 28 13 12 29 30 11 5.6 = 3x6 = 3x4 = 3x8 4x6 = 3x4 = Scale = 1:83.2 2x4 i m e e 1.5x8 STP= 27 r 910 14 o G 0 N 3x6 = 5-11-8 8-3r0 13.7-12 21-0-0 25-B-0 34-3.0 42-7-8 axf.A n-H.a 7.esb a-4-b Plate Offsets (X Y)-- f3:0-3-0 0-3-07 f4:0-4-0 0-3-01 15:0-6-00-2-81, [6:0-3-0 0-2-0] 17:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Verl(LL) -0.21 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.4211-13 >999 180 BCLL 0.0 Rep Stress [net YES WB 0.89 Horz(CT) 0.09 9 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Maldx-MSH Weight: 2381b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* FF 3-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=266/0-8-0, 18=1614/03-8, 9=1420/0-7-8 Max Horz 2=421(LC 8) Max Uplift 2=-314(LC 10). 18=-839(LC 10), 9=-715(LC 10) Max Gmv 2=270(LC 19), 18=1697(LC 15), 9=1475(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. WEBS 1 Row at midpt 4-14, 5-13, 7-13 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=371/453, 3-4=-1984/1303, 4-5=-1651/1256, 5-6=-1466/1259, 6-7=-1679/1298, 73=-2441/1530, 8-9=-2675/1631 BOT CHORD 17-18= 1702/952, 3-17- 1641/988, 14-16=-880/1848, 13-14=-587/1487, 11-13=-992/1866, 9-11- 1258/2329 WEBS 3-16=304/1654, 4-14=-440/355, 5-14=-138/386,5-13=-158/271, 6-13=-257/507, 7-13=-732/536,7-11=-85/498, 8-11=-342/294 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=5.8psf; h=150; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-9, Interor(1) 31-6-9 to 40-0-0, Exterior(2) 40-0-0 to 44-0-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed far 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 9 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=314, 18=839, 9=715. Joaquin Velez PE No.68182 Mi7ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Q WARNING-VedfydesignpaamelemadBEAD NOTES ON THSAND INCLUDED MREKREFEFUNCE PAGE MX7473mv. IMUSNO1SBEFOBE USE Design valid for use only with Mnek® connectors. This design 4 based only upon parameters shown, and Is for on Individual bulls ing 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,&acing Indicated is to buckling individual huss web and/or chord membensonly. Additional temporary and perrnonent bracing MOW prevent of b always requaed for slabrity and to prevent collapse win possible personal Injury and property damage. For general guidance regarding me 69M Pablo East Blvd. fobrlcatlon, storage, delivery, erection and bracing of muses and truss systems. seeANSVrPII Quality Creedal. D9849 and SCSI Building Component Safety Infornatbrpyallable from Truss Rate Institute, 218 N. Lee Streat. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply LOT 35/2 WATERSTONE/FTP T18329973 2125284 B7 HIP TRUSS 1 2 Job Reference (optional) culmers rlracrUurce tram Wry, I-L), ream clry, rL- 3aaal, 6.24u s JUI 142e1 a fill l ea mausmes. Inc. weu ucl elo:ucu 14u is rage Bra 3x3 = Sx6 = 3x6 = Sx8 = 6.00 12 axe = 4 28 29 5 30 31 32 33 346 35 36 37 387 39 40 41 42 843 44 45 9 2x4 C 3 1.5x8 STP - 2 Scale = VMS 2x4 = 10 1.Sx8 STP= mo' 6 n 1172 'r 21 46 4720 19 48 49 50 51 13 5217 53 54 5516 56 57 58 15 ass 3x6 11 4x6 = 3x6 MT20HS= 34 =3x8 = 4.6 = 3.50112 4x6 2x4 It 135E 10.10.12 26-0.2 32-9E 339#r 3�1 2e-1-11 46E Plate Offsets (X Y)-- [4:0-3-0 0-2-0] [6:0-3-0 0-3-O7 I8.0-3-4 0-3-01 [9:0-6-0 0-2-87 [11:0-1-0 Edae7 LOADING (ps[I SPACING- 2-0-0 CSI. DEFL. in goc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.29 18-19 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.45 18-19 >905 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.10 15 Na Na BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 470111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except- 8-15: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2308/0-8-0, 15=3688/0.3-0, 11=815/0-8-0 Max Horz 2=-172(LC 6) 'Max Uplift 2=-100B(LC 8). 16= 1461(LC 8). 11=-007(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4561/1847, 3-4=-0416/1779, 4-5=-3995/1659, 5-6-5496/2354, 6-7=-5496/2354, 7-8=-3776/1679, 8-9=-152/457, 9-10=-2154/594, 10-11=-2334/882 BOT CHORD 2-21=-1522/4030, 19-21= 2113/5562, 18-19= 2113/5562, 16-18=-1435/3776, 14-15=-3463/1417,8-14=-2636/1275,13-14=-468/2273,11-13=-684/2225 WEBS 3-21=-276/140, 4-21=-425/1478, 5-21=-1799/801, 5-19=0/470, 6-18=655/513, 7-18=--771/1965,7-16=-1616/921,8-16=-1720/4416,9-13=-103/1133, 10-13=-488/219, 9-14=-2801/776 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131')3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 off. Bottom chords connected as follows: 2x4 -1 row at 0-8-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDI=4.2psf; BCDL=5.8psf; h=15f; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 nonconcurent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 11) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except 6t=11b) 2=1008, 15=1461, 11=407. Joaquin Velez PE No.60102 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 AWARNING -Verify CesignpamerefersandREADNOTES ONTNISANDINCLUDED MITEKRUERANCEPAGEM0747.irev.1NAY2Uf5BEFOREUSE Design valid for use only with M9ek® connectors. This design Is based only upon porometers shown, and Is for on IndNlduol building component, not �� a truss system. Before use, the building designer must verity the applicability of design porometers 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. Additional temporary antl 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, seeANSI/IPII Quality Cmeda, DSB-59 and BCS1 Building Compomml 69M Parke East Blvd. SofpN InlOrmalblsrvoiloble from Truss Plate Institute. 218 N. Lee Steel. Suite 31Z Alexandra, VA 22314 Tampa, FL 33610 J Job Truss Truss Type W Ply LOT 35/2 WATERSTONE / FT P T18329973 2125284 B7 HIP TRUSS 1 2 Job Reference (opt" Il Builders FlrsiSource (Flam Gay, FL), Plant Uny, FL-33567, 8.24U S dUI 1420110 MI I ex mousmes, Inc. vvea vcr a m:uc:vi ca,n ruac ID:6gDIOH2OVegl Nkl sxuNemzyuULB-8GoPpiRUibOLZYyMiolp3pFSXrZOUKhB13nNUYyVGT4 NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1251b down and 102 Ib up at 7-0-0, 87 Ito down and 108 Ib up at 9-0-12, 87 Ib down and 108 lb up at 11-0-12, 87 Ib down and 1081b up at 13-0-12, 87 It, down and 108 lb up at 15-0-12, 87 Ito down and 108 Ito up at 17-0-12, 87 Ito down and 108 lb up at 19-0-12, 87 lb down and 108 So up at 21-0-12, 871b down and 108 Ib up at 23-0-12, 87 Ito down and 108 Ito up at 23-7-4, 87 Ib down and 108 Ito up at 25-7-4, 87 Ito down and 108 Ito up at 27-74, 87 Ito dawn and 108 Ito up at 29-7-4,.87 lb down and 108 Ito up at 31-7-4, 1151b down and 118 lb up at 35-7-4, and 115 Ib down and l l8lb up at 37-7-4, and 1791b down and 198 Ib up at 39-8-0 on top chord, and 3641b down and 85 Ib up at 7-0-0, 65 Ib down at 9-0-12, 651b down at 11-0-12, 65 Ito down at 13-0-12, 65 Ito down at 15-0-12, 65 Its down at 17-0-12, 65 lb down at 19-0-12, 65 Ib down at 21-0-12, 65 lb down at 23-0-12, 65 Ib down at 23-7-4, 65 It, down at 25-7-4, 65 lb down at 27-7-4, 65 lb down at 29-7-4, 65 It, down at 31-7-4, 121 lb down and 113 Ito up at 33-7-8, 83 lb down at 35-7-4, and 83 Ib down at 37-7-4, and 4241b down and 721b up at 39.7-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard a) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-9=-54, 9-12=-54, 15-22=-20, 13-14=-20, 13-25=-20 Concentrated Loads (Ib) Vert: 4=-125(F) 15=-121(F) 21=-364(F) 9=-179(F) 28=-87(F) 29=-87(F) 30=-87(F) 31=-87(F) 32=-87(F) 34=-87(F) 35=-87(F) 36=-87(F) 37= 87(F) 38=-87(F) 39_ 87(F) 41=-87(F) 42=-87(F) 44=-115(F) 45=-115(F) 46=-40(F) 47=40(F) 48=-40(F) 49=-40(F) 50=40(F) 51=-40(F) 52=40(F) 53=-40(F) 54=-40(F) 55=-40(F) 56=-40(F) 57=-40(F) 58=-40(F) 59=-61(F) 60=-61(F) 61=424(F) ,&WARNING -Verity design permastersanLREAD NOTES ON THISAND/NCLUDED MREKREFERANCE PAGEM274"ree 1N0.i4015BEFOREUSE ��- Design valid for use only with Mimi connectors. this design Is owed only upon parameters shown, and is for an Individual building component, not a truss system. Before usethe building designer must verify the cloolcabiliry of design parameters and properly Incorporate tills design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek* is always required for slabllay and to prevent collapse with poi personal Injury and property damage. For general guidance regarding the Blvd. en fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPtt Quality Ca edo. DSl-069D4 Parke East B9 and SCSI Building Component Tampa. FL East Safety Infoationavalable from Truss Plate Instilute. 218 N. Lee Sheet Suite 312, Alexandra VA 22314 P Job Thus Truss Type Ott Ply LOT 35/2 WATERSTONE / FT P T78329974 2125284 B9 HIP TRUSS 1 1 Job Reference (optional) eunaers rinabource Irlam uil rL{, rlam uty, 1-1-- na5ol, a.e4u s Jul w cv,n nn I en Scale = 1:84.8 5x6 = 5x8 = 6.00 12 4 28 29 5 30 5.6 = 3x4 11 6 31 32 733 5x6 = B 19 18 17 16 15 14 4x6 = 3x8 =. Us — 2x4 II axe MT20HS = 3.6 = Gas = 4x6 C 3.50112 LOADING (psi) TCLL 20.0 TCDL TO 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/TP12014 CSI. TC 0.88 BC 0.87 WB 0.90 Matrix-MSH DEFL. in (lac) Well Ud Vert(LL) 0.22 17. >999 240 Vert(CT) -0.34 19-22 >999 180 Horz(CT) 0.11 14 Na Na PLATES GRIP MT20 2441190 MT20HS 187/143 Weight 2351b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-3A oc bracing. 7-14: 2x4 SP No.3 WEBS 1 Row at midpt 5-19, 5-15, 6-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=129410-8-0, 10=499/0-8-0, 14=180410-3-0 Max Horz 2=213(LC 9) Max Uplift 2=-672(LC 10), 10=-340(LC 10), 14=-753(LC 10) Max Grey 2=1298(LC 19), 10=552(LC 16), 14=1804(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250111 or less except when shown. TOP CHORD 2-3= 2316/1657, 3-4=-2065/1450, 4-5=-1820/1388, 5-6=-1652/1281, 6-7=-60/308, 8-9=-782/565, 9-10=-1287/1061 BOT CHORD 2-19=-1289/2079, 17-19=-1273/2311, 15-17=-1273/2311, 14-15=-847/1634, 13-14=-756/550,7-13=-371/387, 12-13=-57/325, 10-12=-792/1151 WEBS 3-19=-347/380,4-19=-250/602, 5-19=-659/360, 5-17=0/311, 5-15=-760/481, 6-15=-135/612, 6-14=-1977/1116, 8-13=-617/342, 8-12=-200/533, 9-12=A98/599 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=1241 TCDL=4.2pst BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0-18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 14-7-14, Intedor(1) 14-7-14 to 32-0-2, Extedor(2)32-0-2 to 43-3-14, Interior(1) 43-3-14 to 44-0-0, Exterior(2) 44-0-0 to 48-0-0 zone;C-C for members and forces d 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 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 are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSVTP1 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=672, 10=340, 14=753. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 10,2019 O WARNING- Verity desrgd parmrietexa and READ NOTES ON Mass AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10003401S BEFORE USE Design valid for use only with M7e1,0 connectors. 11hls design a based only upon parameters shown. and Is for an indmitlual building component, not o hud system. Before use, the building designer must verify the appllcabllity of deal parameters and properly Incorporate this design Into the overall buldingdesign. Brocing indicated s to prevent buckling of Individual muss 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 fabricotlon, storage, delivery, erection and bracing of trusses and muss systems. seeANSVIll Quality CMerlau DS949. and SCSI Buldhp Componrrnt 69M Parke East Blvd. safety In/omsa ono ailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 35/2 WATERSTONE / FT P T18329975 2125284 B11 Hip Truss 1 1 Joh Reference o tional bUlleers 1-mabOUrCe (Ylenl uty, FL), Flan Ulty, 1-1-- 33561, 8.240 S JUI 14 2U19 mi I eK Inaustnes, e m:u1:Ol zV Itl rG9e , 6.00 F12 3x6 i 3 1.5x8 STP= 27 26 m� 1 2 0 19 46 = 2x4 11 5x8 = 2x4 II 5x8 = 3x4'11 Sx6 = 4 28 29 5 6 30 31 32 7 8 12 4x6 = 17 34 15 3514 86 - 18 16 1 3x6 = 3x8 3x6 = 2x4 II 6x8 = 3x8 = LOADING (psf) SPACING- 2-0-0 cSL DEFL. in (loc) Mail Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(l) 0.17 16-18 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT)-0.2913-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' BOT CHORD 7-13: 2x4 SP No.3 WEBS WEBS 2x4 SP'No.3 REACTIONS. (lb/size) 10=420/0-8-0, 2=1293/0-8-0, 13=181310-3-0 Max Horz 2=245(LC 9) Max Uplift 10=-232(LC 10), 2= 671(LC 10). 13=-765(LC 10) Max Gray 10=483(LC 16), 2=1346(LC 15), 13=1813(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2401/1569, 3-4=-1947/1375, 4-5=-186611447, 5£=-1866/1447, 6-7=-74/296, 8-9=-868/713, 9-10=-12513/1045 BOT CHORD 2-19=-1274/2254, 18-19=-1274/2254, 16-18=-908/1799, 14-16=-695/1423, 13-14=-698/1415,12-13=-766/589,7-12=-376/374, 10-11= 861/1125 WEBS 3-18=-530/421, 4-18=-131/447, 4-16=-160/387, 5-16= 424/435, 6-16=-422/663, 6-14=0/345, 6-13=-1806/995, 8-12=-429/269, 9-11=-449/549,,8-11=-526/844 j= Scale=1:84.6 2x4 9 33 Sx8 STP= o-t2 6 4x6 3.50112 PLATES GRIP MT20 2441190 Weight: 245 lb FT=20% Structural wood sheathing directly applied or 3-3-1 oc purfins. Rigid ceiling directly applied or 4-7-10 oc bracing. 1 Row at midpt 6-13 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=5.8psf; h=151t; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 5A-2. Extedor(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 29-11-11, Extedor(2) 29-11-11 to 41-0-13, Interior(1) 41-0-13 to 42-8-0, Exlerior(2) 42-M to 46-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonooncument 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 36-0 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 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 10=232, 2=671, 13=765. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10.2019 Truss Truss Type Oty Ply LOT 35/2 WATERSTONE/FTP T18329976 r1225284 �1313 Hip 1 1 Job Reference (optional) Utulaers Ylm[JOUrce p'lam Gny, FL), FIRM Ull FL-33567, 8.240 s Jul 142019 MI Iek InduStnes, Inc. Wea Ual U 1b:Ul:b[ LU1U rage I ID:6gOlOH2OVeg1NklsxoNemzyuULB-vXIOwdKgggHc 9mdgPdiBvNJSOZTtGWsEA60gayV6TD 11-4-0 E9-4 13-0-0 19-114 26-&12 33-8-0 39-1-11 6-9-4 6-2-12 6-11-4 6.9.8 Nz-' 5-5-11 7-6-5 6.00 12 5x8 = 4 27 5x6 = 5x8 5x6 28 29 5 6 30 31 32 7 Scale=1:86.2 m xi TP= 0 9 m o o 18 16 "" '" 14 "" 13 12 4x6 = 2x4 11 3x8 3x6 - 3x8 3x8 = 3x6 = 3x6 II Axe 3.50112 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr, YES Code FBC2017/TP12014 C51- TC 0.66 BC 0.64 WB 0.84 Matrix-MSH DEFL- Ved(LL) Vert(CT) Horz(CT) in (loc), Vcletl Ud 0.14. 10-21 >999 240 -0.17 10-21 >928 180 0.07 12 Na n/a PLATES GRIP MT20 244/190 Weight: 258 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD. Rigid ceiling directly applied or 3-9-14 oc bracing. 7-12: 2x4 SP No.3 WEBS i Row at Fri 4-14. 6-11 WEBS 2x4 SPNo.3 REACTIONS. (lb/size) 9=288/0-8-0, 2=1243/0-8-0, 12=1994/0-3-8 Max Horz 2=286(LC 9) Max Uplift 9=-163(LC 10), 2=-645(LC 10), 12=-859(LC 10) Max Grav 9=348(LC 16), 2=1311(LC 15), 12=1994(LC 1) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2276/1433, 3-4=-1708/1210, 4-5=-1418/1158, 5-6=-1418/1158, 6-7=-71/529, 7-8=-197/646, 8-9=-452/294 BOT CHORD 2-18=-1136/2161, 16-18=-1137/2158, 14-16=-714/1591, 13-14=-326/894, 11-12=-1932/1302,7-11=-542/438,10-11=-130/307,9-10=-139/364 WEBS 3-18=01271, 3-16=-661/488, 4-16=-158/518,5-14=-395/399, 6-14=-500/837, 11-13= 348/927,6-11= 1580/1040, 8-11=-916/705, 8-10=-2/320 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=5.8psf; h=15ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 7-4-2, Extedor(2) 7-4-2 to 18-7-14, Interior(l) 18-7-14 to 28-0-2,, Exterior(2)-28-0-2 to 39-3-14, Interar(1) 39,3-14 to 42-8-0, Exterior(2) 42-8-0 to 46-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 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) 9=163, 2=645, 12=859. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Q WARNING-Verilydss9rp.sfelsanEREADN0rES ON WISANDINCLUDEDMI KREFERANCEPAGEM044TJrev. 1041320156EFORE USE Design valid for use only with M6ek® connectors. MS 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 property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and pennonent bracing MiTek' Is always required for stability and to, prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricaHon, storage, delivery, erection and bracing of trusses and truss systems, seeANStMil Quality Criteria. DSBd9 and SCSI Bull Component l 6904 Palle East Blvd. Safety lnfoanaWwvoiloble from Truss Plate frofi , 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss Type Cry Ply LOT 35/2 WATERSTONE / FT P F21'25284 FHIPSTRUSS T18329977 �B15 1 1 Job Reference (options]) Duni raeraam,:e Lr,anr tiny, ILI, Mani l,11y, FL- ddabf, B.Z4U 6 Jut 14 ZUIU MI I eK IOaUsinee, Inc. N'ee LIM a I=1:a4 aJ I raga r ID:6gDIOH2OVegl NklsxoNemzyuULB-smmLIM5MRXLDTvOoggAHKThBOBOLFd9hUbVkSYV6TB r11-0 7--I 8 .F 23.400 3384-112 F41-5-0 576 11 610 I 8-T-0 4-2 5-0-4 5x8 = 6.00 12 54 i 426 2x4 3. 1.5x8 STP= 25 16 n 1 2 17 6x8 = 3x6 = 5 27 2x4 = 15 31 14 3.4 = 3x6 = 5x8 = 5x8 = 6 28 29 30 7 13 12 11 3x8 = 3x6 = 3x4 = 2x4 i 8 8-8-0 8-11-0 15-0.0 23-4.0 31-B-0 41-5-0 R.a.n n... .O1 F.4.n Nd-n o-an Scale = 1:76.5 4x6 9 10 ]o ]N 0 4x12 II Plate Offsets (X,Y)-- [2:0-6-0 0-0-6] [4:0-3-0 0-3-0] [5:0-6-0 0-2-81, [6:0-4-0 0-3-0], [7:0-6-0 0-2-81 [10:0-7-12 Edger LOADING (I SPACING- 2-0-0 CS]. DEFL. in (too) Well I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC '0.90 Vert(LL) 0.3817-24 >279 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.3217-24 >331 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.48 Horz(CT) 0.06 10 1 1 BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 219 lb FT=20% LUMBER - TOP CHORD 2x4 SP I BOT CHORD 2x4 SP No.2 `Except` 4-17:2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Right 2x6 SP 12-10-9 REACTIONS. (Ib/size) 10=1203/Mechanioal; 2=385/0-8-0, 17=1548/0-3-0 Max Horz 2=269(LC 9) Max Uplift 10=-552(LC 10), 2=-413(LC 10). 17= 865(LC 10) Max Gmv 10=1240(LC 16), 2=388(LC 19), 17=1552(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-13 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-269/348, 3-4=-131/263, 4-5=-1336/1040, 5-6=-1829/1499, 6-7=-1829/1499, 7-8=-1762/1327, 8-10=-1891/1453 BOT CHORD 2-17=-357/215, 16-17=-1414/813, 4-16=-1364/841, 13-15=-644/1135, 11-13=-901/1523, 10-11= 1135/1599 WEBS 4-15=-539/1217, 5-15= 265/289, 5-13=-567/905,6-13=-518/548, 7-13=-259/478, 7-11=-28/338, 8-11=-137/276, 3-17=-270/355 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=5.8psf; Ii 5ft; B=45ft; L=40ft; eavei Cat. II; Exp C; Encl., GCpii 8; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 9-4-2, Extedor(2) 9-4-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Exterior(2) 26-0-2 to 41-5-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load rlonconcurrent 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 17 SYP No.2 crushing capacity of 565 psi, Joint 10 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 1001b uplift at joints) except at=lb) 10=552, 2=413, 17=865. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 10,2019 Q WARNING- Verify deegnpammetem and READ NOTES ON TNISAND INCLUDED MITEKREFERANCEPAGEMIP74M rev. 1NB34af5BEFOREUSE Design valid for use only with MlfeW connectors. This design Is based only upon parameters shown, and Is for an individual building component. not �� a truss system. Before use, the building designer must verify the applicability of design parametem, and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of lndivitlual truss web and/or chord members only. Addiflonai temporary and permanent bracing MiTek' Is always required for stability antl to prevent collapse with possible personal lemy and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and muss systemx seeANSVrP11 Cuallty Cdfedo, DSB49 and BC51 Building Component 69M Parke East Blvd. Safety Informafbnmailable from Truss Plate Institute, 218 N. Lea Street Suite 312. Alexandria. VA 22314, Tampa, FL 33610 TrussTruss Type pry Ply LOT 35/2 WATERSTONE / FT P T78329978 ;21252844 HIPTRUSS 1 1 Job Reference (optional) builders Fusibource (Plant Gty, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oat 915:01:55 2019 Page t 6.00 12 6z8 i 4 2.4 O 3 1.5.8 STP= 22 17 1 2 3x4 = a 0 18 34 = 6x8 = Scale = 1:79.1 51 = 2x4 II 5.8 = 5 246 25 26 27 7 3x4 28 a 29 4x5 1 9 Io I 16 1530 14 31 13 12 11 10 qv 3x4 = M 3x8 = 3x4 = 4x6 = 3.8 = f 3x6 = 8-8-0 8-11-0 17-0-0 234-0 29.8-0 36-1-2 41-11 a-e.n n-..-n� rr.a.n I a.a-0 I 6.52 1 sane Plate Offsets (X Y)- [2:0-6-00-0-6][4:0-4-0 0-3-4j [5:0-5-8 0-24]V:0-6-0 0-2-8]I10:0-4-8 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.38 18-21 >278 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.3218-21 >332 180 BCLL 0.0 ' Rep Stress Incr YES We 0.63 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2321b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-18: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb(size) 2=386/0-8-0, 18=1541/0,3-0, 10=1198/Mechanical Max Horz 2=308(LC 9) Max Uplift 2=-413(LC 10), 18=-862(LC 10), 10=-550(LC 10) Max Gmv 2=388(LC 19), 18=1573(LC 15), 10=1244(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or4-6-15 oc bracing. FORCES. (lb) - Marc CompJMax. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-286/343, 3-4=-174/308, 4-5=-1399/1088, 5-6=-1506/1340, 6-7=-1506/1340, 7-8=-1668/1283, 8-9=-1931/1365, 9-1 0=-1 1891892 BOT CHORD 2G8=-354/211, 17-18=-1455/823, 4-17=-1380/870, 14-16=-663/1195, 12-14=-820/1390, 11-12=-1130/1671 WEBS 4-16=437/1125, 5-14=-351/579, 6-14= 387/407,7-14=-125/287, 7-12=-86/361, 8-12=-353/350,9-11=1013/1518, 3-18=-240/311 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDlr5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp Q Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 114-2, Extedor(2) 11-4-2 to 22-7-14, Interior(1) 22-7-14 to 24-0-2,, Extedor(2) 24-0-2 to 35-3-14, Interior(1) 35-3-14 to 37-34, Extedor(2) 37-3-4 to 41-34 zone; porch left 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 nonconcurmnt 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 18 SYP No.2 crushing capacity of 565 psi, Joint 10 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 Qt=lb) 2=413, 18=862, 10=550. Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 10,2019 AWARNING- VedlydaslgnparamefersandREADNOTEsONTuismDINOLUDEDMREKREFERANCEPAGEMM74T3mxIdU12015eEFOREUSE 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 huss system. Before use, the bullding designer must verify he applicability of design parameters and properly incorporate his design Into he overall bulldingdeslgn. Bracing Indicated is to buckling of Individual buss web and/or chord members only. Addiilonel temporary and permanent bracing r. MiTek' prevent B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bmcing of musses and muss systems seeANSWI1 Quality Calais, DSB49 and SCSI Bultlbg Component 6904 Parke East Blvd. Safety Informationavoiioble from Truss Plate Institute, 218 N. Lee Sheet Suite.312. Alexandra VA 22314, Tampa, FL 33610 Job Truss Truss Type on Ply LOT 3512 WATERSTONE / FT P T18329979 2125284 B19 HIP TRUSS 1 1 .l b Peters pC l) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Wed Oct 9 15:01:56 2019 3x6 = 6.8 = 6.00 F12 5,6 = 22 7 16 3x6 = 6x8 = 8-11-0 19.0.034-412 41-5.0 6-11-0 1P1-o a-6-n s-e-tz 71 Scale=1:79.1 Plate Offsets (X Y)-- f2:0-6-0 0-0-61 (4:0-3-0 0-3-01 f6:0-5-8 0-2-4) V:0-3-8 0-2-41 f9:0-3-0 0-1-81.110:04-8 0-1-e1 f 14:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) 0.37 16-19 >282 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.28 16-19 >380 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.78 Horz(CT) 0.04 10 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MSH Weight: 230 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP N0.2 *Except* WEBS 1 Row at midpt 5-15, 6-13 4-16: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 6-13: 2x4 SP No.2 REACTIONS. (Ib/size) 2=390/0-8-0, 16=1537/0-3-0, 10=1199/Mechanical Max Horz 2=349(LC 9) Max Uplift 2=423(LC 10), 16=-849(LC 10), 10=-552(LC 10) Max Grav 2=393(LC 19), 16=1637(LC 15), 10=1236(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-307/388, 34=-206/354, 4-5=-190/364, 5-6=-1354/1139, 6-7=-1337/1209, 7-8=-1533/1227,B-9=-1920/1337, 9-10=-1165/886 BOT CHORD 2-16=-399/227, 15-16=-1482(722, 4-15=-291/215, 14-15=-708/1106, 13-14=-625/1238, 11-13= 1068/1636, 10-11=-214/286 WEBS 5-15=-1536/832, 5-14=0/303, 6-14=-2/257, 6-13=-127/283, 7-13=47/364, 8-13=489/408, 9-11=-859/1374,.3-16=-287/396 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=5.8psf; h=15ft; 9=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-8-0, Intedor(1) 2-8-0 to 134-2. Exterior(2) 134-2 to 33-3-14, Interior(1) 33-3-14 to 37-34. Extedor(2) 37-34 to 41,3-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Bearings are assumed to be: , Joint 10 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 1001b uplift at joint(s) except (jt=1b) 2=423, 16=849, 10=552. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Job Truss Truss Type LOT 35/2 WATERSTONE/FTPT18329980 2125284 B21 HIP TRUSS =WPly 1 Job Reference (optional) ammers rurabOUrce trlam ury, I-L), Plant city, FL- 33557, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Uct 9 15:01:57 2019 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-GVYvzKOUMvw4webTyDtuz4AJEFOYaLbNSp9LnyV6T8 Scale=1:80.2 5x6 = 5.6 = 6.00 F12 6 7 4x6 , 5z6 525 a m 4 9 0 2x4 O 26 0 3 1.5a8 STP= 1.5x8 STP-24 10 n Io 16 0 1 2 5z6= 27 28 15 14 29 13 1230 31 11 19 0 3x6 = 3x8 - 3z6 = 3x4 = 3x6 = 17 3x4 = 3x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.37 17-20 >281 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.28 17-20 >378 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-17: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=391/0-8-0, 10=1250/0-7-8, 17=1586/0-3-0 Max Harz 2=405(LC 9) Max Uplift 2=-434(LC 10). 10=-575(LC 10), 17=-B60(LC 10) Max Gmv 2=395(LC 19), 10=1352(LC 16), 17=1729(LC 15) FORCES. fib) - Max. CompJMax. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3=-356/417, 3-4=-269/402, 4-5=-230/412, 5-6=-1470/1212, 6-7=-1379/1179, 7-8=-1577/1208,8-9=-2343/1491, 9-10=-2573/1613 BOT CHORD 2-17= 384/231, 16-17=-15801706, 4-16=-321/245, 15-16=-699/1321, 13-15=-551/1258, 11-13=-1001/1764, 10-11=-1331/2256 WEBS 5-16=-1746/798, 6-13=-92/396,7-13F-204/430, 8-13=-728/560, 8-11=-138/497, 9-11=-354/347, 3-17=-281/390 Weight: 235 lb FT=20% Structural wood sheathing directly applied or 3-6-5 oc puffins. Rigid ceiling directly applied or 4-4-3 oc bracing. 1 Row at midpt 5-16, 6-15, 8-13 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.Bpsh h=151t; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 15-4-2,. Exterior(2) 15-4-2 to 31-6-9. Interior(1) 31-6-9 to 38-7-8, Exterior(2) 38-7-B to 42-7-8 zone; porch left 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 lost bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at joint(s) except 61=1b) 2=434, 10=575, 17=860. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Q WARNING -tredff designparamerersand READ NOTES ON MISAND INCLUDED MmEKREFERANCEPAGEMff 47Mmv. 1W1112015 BEFOREUSE wit valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer most verify Me applicability of design parameters and properly incorporate M6 design Into Me overall bulldIng design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members orty. Addltionol temporary and permanent bracing Welk' Welk' Is always required for stability and to prevent collopse Win possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, weANS MII Quo @@yy Cdloda, DSB49.and SCSI Building Component 6904 Parke East Blvd. Safety InformalbW railable from Truss Nate Institute. 218 N. Lee Street. Suite 312, Alexontlrio. VA 22314, Tampa, FL 33610 Truss Type Oy Ply LOT 35/2 WATERSTONE/FTP T183299BI F225284 7TC7 JACK -OPEN TRUSS 4 1 Job Reference o Banal Builders FirstSource (Plam City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 915:02:032019 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULS-5evAENTkECg3or5lgDKH8EKJseU%yRJUmNGTZRyV6T2 -1-4-0 0-11 0-5 1-4.0 0-10-16 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 .BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-4/Mechanical, 2=159/0-8-0, 4=16/Mechanical Max Hom 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=197(LC 10), 4=-16(LC 1) Max Grav 3=22(LC 10), 2=159(LC 15), 4=47(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale =1:7.6 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc pudins. BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vascll 24mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exerior(2) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This Imss 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 3-8-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 3, 4 except (jt=lb) 2=197. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 ,&WARNING- Iserlydeslgnparemetersand REAONOTES ON TNISANDwCLODEDMgEKREFERANCEPAGEMX747Jrex. 1bA'Y2a1SBEFOREBSE Design valid for use only with MOeIFrJ connectors. This design Is based only upon parameters showy and Is 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 Me overall building design. Bracing Indicated k to prevent bucWhg of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is olwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidcnce regarding Me fobdcotion, storage, delivery, erection and bracing of trusses and cuss systems, seeANSVTP11 CualltY Call OSM9 and BCSI Bull Component 6904 Parke East Blvd. stl Safety mformolbrnvo0ode from Truss Plate InMe. 218 N. Lee Street. Suite 312. Marrontltlo. VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply LOT 35/2 WATERSTONE / FT P T78329982 rob 25284 C1V Jack -Open Thus 2 1 _ Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:03 2019 Page 1 10:6gD10H2OVegl NklsxoNemzyuULB-5evAENTkECg3or5lgDKH8EKJseUYyRJUmNGTZRyV6T2 -1 -O 0-10.15 1-0 0 0-10.15 Scale = 1:7.6 Plate Offsets (X Y)-- 12:0-1-13 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) /dell L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.20 Vert(ILL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress lncr -YES WB 0.00 Hou(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Magrii Weight: 5 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3= 5/Mechanical, 2=159/0-8-0, 4=-15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-5(LC 1), 2=-180(LC 10), 4=15(LC 1) Max Gray 3=16(LC 10), 2=159(LC 1), 4=36(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOIz1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: 4) Bearings are assumed to be: , Joint 2 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 2=180. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 ,OWARN/NG-Ved1yCesl9npa.nrevsand REDN0TES ONTHISAND WCLUDE0 MREKREFERANCEPAGEM67473.v 1N0.14N0159EFOREUSE Design valid for use only with MSekl) connectors. This design Is based only upon parameters shown. and Is for on individual building component not a trusv 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 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 wim possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of fr ases and truss systems. seeANSVWII Cu Cdtedo, DSB459 and SCSI Budding Component 6904 Parke East Blvd. Safety Infoimatbrnvoiloble from Truss Plate Institute, 218 N. Lee Street Suite 3 1 Z Alexcntlrio. VA 22 14. Tampa. FL, 33610 Truss Truss Type OI Pl /WTERSTONE / FT PT18329983 r210-b 25284 C3 JACK -OPEN TRUSS 4 1 J b R f en a loot ona0 Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 915:02:04 2019 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB.ZrTYRjTM? W owQ?gxNwrW hRtUc2p_hLtZd_1015tyV6T1 -1-4-0 2-10.15 13.0 H 2-10-15 -1 Scale = 1:12.6 LOADING (pst) SPACING- 2-0-0 C51. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. fib/size) 3=59/Mechanical, 2=194/0-8-0, 4=30/Mechanioal Max Horz 2=131(LC 10) Max Uplift 3=-51(LC 10), 2= 155(LC 10) Max Grace 3=71(LC 15). 2=197(LC 15). 4=48(LC 3) FORCES. fib) -Max. CompJMax. 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=5.8psf; h=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-0-0 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._ 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3 except 61 2=165. Joaquin Velez PE No.68182 MTek USA, Ina. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 QWARNING- Vediydesrgnparametersand READNOTES ON MMANDMCLUDEDMREKREFERANCEPAGEMA74"J V. 1G1IR015aEFORE USE Design valid for use onlywlth MX91,® connectors. ins design a based only upon parameters shown, and Is for an individual building component, not a huss 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. Additional temporary and permanent braUng MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bmcing of trusses and buss systems, seeANSVTPlt Quapry Cii D5949 and BC81 Building Component 6904 Parke East Blvd. Safety mfomrationchaJable from Truss Plate Institute. 210 N. Lae Sheet. Suite 312. Almantltla. VA 22314. Temp., FL 33610 Job Truss Truss Type city Ply 2 W ATERSTONE / FT P T18329984 2125284 C3V Jack -Open Tmss 2 1 FJobR3,5frence (opt onall Builders FlrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:05 2019 3x4 Scale =1:12.6 Plate Offsets (X Y)-- [2:0-1-13 0-0-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=60/Mechanical, 2=194/0-8-0, 4=29/Mechanical Max Horz 2=131(LC 10) Max Uplift 3=-57(LC 10), 2=-146(LC 10) Max Grav 3=73(LC 15), 2=195(LC 15), 4=49(LC 3) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudins. 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=5.8psf; h=15f ; B=45ft; L=40f ; eave=5f ; 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 gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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 3-0-0 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 crashing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3 except 01=lb) 2=146. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Q WARNWG-Vedrydesign ParamoWm=dREADNOTES ON THISANDWCLUDEDMREKREFERANCEPAGEMD7473xex. 1,1=2015BEFORE USE Design volid for use only wit, Meek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component not a fiuA system. Before use, the building designer must verify the oppllcabllity of design parameters and properly Incorporate t,ls design Into the overall building design. Bracing Indicated is buckling In lvduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' to prevent of Is always required for stability and to prevent collapse wit, possible personal injury antl property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing at masses and truss systems, seeANSV1911 Qua, CMeM, DSB49 and SCSI Buldhp Component 6904 Parke East Blvd. Safety Infoenatbrgvailable from Tmss Plate Institute, 216 N. Lee Sheet Suite 312. Alexontlrlo. VA 22 14. Tampa, FL 33610 Job uss Truss Type Oty Ply LOT 35/2 WATERSTONE / FT P T18329965 2125284 rCi5 JACK -OPEN TRUSS 4 1 Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL- 33567, 3x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:05 2019 Pagel ID:6gDIOH2OVegl Nkl sxoNemzyuULB-111we3U_mgwn29F7xeMIDfOaVS2dDLpmDNadJyV6TO 4.10-15 4.10-15 Scale = 1:17.6 Plate Offsets(XY)-- 12:0-1-40-0-21 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Ndefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) 0.12 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.10 4-7 >575 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 18 Be FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=111/Mechanical,2=261/0-e-0,4=5B/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-120(LC 10),2_ 257(LC 10), 4=-71(LC 10) Max Gray 3=122(LC 15), 2=261(LC 1), 4=87(LC 3) FORCES. (Ib)-Max. Comp)Max. Ten. -All forces 250(Ib)or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc pudins. 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.epsf; h=15ft; B=45ft; L=40ft; eave=Sft; Cat. II; Eli C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left w posed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1-.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except (jt=lb) 3=120, 2=257. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 OWARNING-Verllydesl9nparamefersand REAONOTES ON MIS AND/NCLUDEDMITEKREFERANCEPAGEM6)4"., 10N32015BEFORE USE. Deslgn vclld for use only with MBek®tonnectors. IDb design Is based only upon parameters shown, and Is for an Individual building component. not chum system. Before use, me building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall bulldIngdeslgn, Bracing Indicated Istobuckling individual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability 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 hum systems. seeAN3U1P1t Quality Critelli OSB419 and 1CS1 Building Component 6904 Parke East Blvd. Safety Infermationavamble from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Oly Ply LOT 35/2 WATERSTONE/FTP T78329986 2125284 ]C5V� �JACKOPENRUSS 2 1 Job Reference (optional) _ Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 915:02:06 2019 3x4 Scale = 1:17.6 _ Plate Offsets (X,Y)-- 12:0-1-13,0-0-B) LOADING (lost) SPACING. 2-M CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress ]net YES WB 0.00 Hom(C'T) -0.01 3 Na n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MP Weight: lB lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib ize) 3=112/Mechanical, 2=261/0-8-0, 4=57/Mechanical Max Horz 2=185(LC 10) Max Uplift 3= 111(LC 10), 2=-156(LC 10) Max Grav 3=136(LC 15), 2=264(LC 15), 4=87(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-M oo bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8pst h=15ft; B=451t; L=40ft; eave=SN; Cat. II; Ely C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zorl for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20cpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Beadng atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ijt=1b) 3=111, 2=156. Joaquin Voltz PE No.66162 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 10,2019 QWARNING-Vedfydeslgnparametersand READ NOTES ON THIS AND/ NCLUDEDMOEKREFERANCEPAGEMl4T4mmr lag OISBEFONEOSE Design valid for use only with MBei connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcabllBy of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing prevent of Is always required for stab0lty 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 huss systems. seeAfill 1 Cualmy CMeM, OSB89 and BC516uildbp Component MiTek' 6904 Parke East Blvd. Safety Informatbrlcvouoble from Titus Plate Immute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply LOT 35/2 WATERSTONE/FTP T78329987 2125284 07 Half Hip Truss 1 2 Job Reference (opt one aunaers nrsraourc. Inans'hy, r11, rlam uW, FL-33ba/, o.Lqu s um 19 [u1u mu ex m0usmes, mc. vveu was a =.ac. r co m 5xB = 6.00 2.4 11 5x6 = 12 3 18 19 20 27 422 23 24 25 6 26 27 Scale = 1:74.8 3x4 = 5x6 = 5x6 = 28 629 30 31 32 7 33 34 35 8 14 36 37 38 13 39 40 41 12 42 43 44 11 45 46 47 10 48 49 50 9 3x6 = 2x4 11 6x12 MT20HS= 3x4 = 6x12 MT20HS = 5x6 = 2x4 7-0.0 14-1-12 21-1-12 28-1-12 35-/-12 42-3-8 10 .J_" zF.e 7-F 7-0-n 1-1-12 Plate Offsets (X 1)-- [3:0-6-0 0-2-8] [5:0-3-0 0-3-0] U:O-3-0 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 VerI 0.64 12 >795 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.81 Vert(CT) -0.7812-13 >646 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.16 9 n/a n/a BCDL 10.0 Code FBC201717PI2014 Matrix-MSH Weight: 428 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-5,5-7: 2x4 SP M 31 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 3-13,5-13,6-12,7-11,8-10; 2x4 SP No.2 REACTIONS. (Ib/size) 2=2921/0-8-0, 9=2924/0-3-8 Max Hors 2=243(LC 8) Max Uplift 2= 1649(LC 8), 9_ 1636(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-14 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5846/3186, 3-4=-8024/4517, 4-5=-8054/4547, 5-6=-8900/4992, 6-7=-7935(4456, 7-8=-4975/2780,8-9=-2794/1687 BOT CHORD 2-14=2922/5154, 13-14=-2923/5175, 12-13=-5010/8910, 11-12=-4417/7887, 10-11=-2843/5065 WEBS 3-14=-33/688, 3-13=-1788/3196,4-13=-7281723, 5-13=-960/535, 5-12=-239/434, 6-12=-645/1137,6-11=-1184/955,7-11- 1809/3220,7-10=-2195/1556,8-10=-3066/5492 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'4°) 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: ASCE 7-10: VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.8psf; h=15ft; B=45ft; L=40f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be:', Joint 9 SVP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11a) 2=1649, 9=1636. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 AWARNING. Verllydesl9nparameters.ndREADNOTESONMSANDINCLUDWMREKREFERANCEPAGEM67473mv.1Na2015BEFOREUSE. Design valid for use only with Mlrelkil) connectors. this dwr9n Is based only upon parameters flown. and Is for on Individual bulIdIng component, not a buss system. Before use, the builtling designer must verily the applicability of design parameters and properly Incorporate this desgn Into the overall builtling design. Bracing Indicated is to prevent buckling of hcIvlduol truss web and/or chord members only. Additional temporary and permanent bracing p,1 M[Tek* Is always real for stoblllty 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 Ines systems, seeAN5VIP11 Quail Cdted r. OBed9 and BC51 Building Component 6904 Parke East Blvd. Sarety Informatbnovolable from Truss Plate Institute, 218 N. We Street, Suite 312. Nexondrla, VA 22314. Tampa, FL W610 Job Truss Truss Type OH Ply LOT 3512 WATERSTONE/FTP T18329987 2125284 D7 Half Hip Truss 1 2 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:17 2019 Page 2 ID:6gDIOH2OVegl Nkl sxoNemryuULB-gLmSAAdWxW R4U?ARe9aZiBv%714gEc_V_ZgD2dyV6Sq NOTES- 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 189 Ib down and 215 Ito up at 7-0-0, 87 lb down and 164 Ib up at 9-0-12, 87 Ito down and 164 It, up at 11-0-12, 87 to down and 164111, up at 13-0-12, 87 Ib down and 164 Ito up at 15-0-12, 871b down and 164 Ib up at 17-0-12, 87 Ito down and 164 lb up at 19-0-12, 87 Ib down and 164 lb up at 21-0-12, 87 Ito down and 164 lb up at 23-0-12, 87 lb down and 164 lb up at 25-0-12, 87 Ito down and 164 go up at 27-0-12, 87 lb down and 164 Ito up at 29-0-12, 87 lb down and 164 lb up at 31-0-12, 87 lb down and 164 lb up at 33-0-12, 87 go down and 164 lb up at 35-0-12, 87 lb down and 164 It, up at 37-0-12, and 87 lb down and 164 Ito up at 39-0-12, and 87 lb down and 164 Ito up at 41-0-12 on top chord, and 326 lb down and 142 Ito up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 Ib down at 13-0-12, 6511c down at 15-0-12, 65 lb down at 17-0-12, 65 Ib down at 19-0-12, 65 lb down at 21-0-12 , 65 lb down at 23-0-12, 65 lb down at 25-0-12, 65 Its down at 27-0-12, 65 Ib down at 29-0-12, 65 lb down at 31-0-12, 65 lb down at 33-0-12, 65 lb down at 35-0-12, 65 Ito down at 37-0-12, and 65 lip down at 39-0-12, and 65 It, down at 41-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. J-OAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-8=-54, 9-15=20 Concentrated Loads (Ib) Vert: 3=-189(B) 5= 87(B) 14=-31 O(B) 12=40(B) 7=-87(B) 10=40(B) 18=-87(B) 19=-87(B) 21=-87(B) 23=-87(B) 24=-87(B) 25_ 87(B) 26= 87(B) 27- 87(B) 28=-87(B) 30=-87(B)31= 87(B)32=-87(B)33= 87(B)34=-87(B)35=-87(B) 36=-40(B) 37=40(B) 38=40(B) 39=410(3)40=-40(B)41=40(B)42=-40(B)43=-40(B) 44=-40(B) 45=-40(B) 46=-40(B) 47=-40(B) 48=-40(B) 49=-40(8) 50=a0(e) QWANNING-Verllydrs19.paremetersand READ NOTES ON THISANDDlCGUDEDMRENNEFETTANCEFAGEMX7473mv. laN120ISSEFONE USE. Design valid for use only with MRalM connectors. This design is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to bucIdIng individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Pare East BNd. fabrication, storage, delivery. erection and bracing of trusses and buss systems, seeANSUIPII QualMy CrBnb, DSIId9 and 6C51 luldhp Component Safety Informatbrrsvailable ham Truss Plate instliute, 218 N. Lee Street ontlda. Suite 312. AlexVA 22314. Tampa. FL 33610 Job Truss Truss Type Ply LOT 35/2 WATERSTONE/FTP T1B329988 2125284 D9 7OIy Half Hip Truss 1 1 Job Reference (optiona0 am�ae,a mr.r.av1„e "..' "LY, cy, nani ury, rL - aaao/, a.29V s aal I V za rtl mi I e6 umLLlmes, mc. vveo V. tl I o:v,: 10 Lu1 V 6.00 F12 0 5x8 = 4 21 22 23 5.8 = 5 5.6 = 6 24 25 Scale = 1:74.8 5,8 = 5x8 = 7 26 8 0 15 14 13 12 11 10 9 3.6 = 3x4 - 4x6 = 3x6 _ 5x8 axe- 5x6 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 1.00 BC 0.97 WB 0.64 Matrix-MSH DEFL in (toe) I/defl L/d Vert(LL) 0.46 12-13 >999 240 Vert(CT)-0.6912-13 >738 180 Horz(CT) 0.15 9 n/a n/a PLATES GRIP MT20 244/190 Weight:.221 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 -Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,7-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at micipt 4-13, 5-12, 7-12, 8-10 WEBS 2x4 SP No.3 *Except* 4-13,5-12,7-12,8-10: 2x4 SP No.2 REACTIONS. (Ib/size) 2=1633/0-8-0, 9=155B/0-3-8 Max Harz 2=297(LC 10) Max Uplift 2=-795(LC 10), 9=-720(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 2985/1922, 3-4=-2793/1932, 4-5=3579/2283, 5$--3509/2145, 6-7=-3509/2145, 7-8=-2363/1425,8-9=-1483/1000 BOT CHORD 2-15- 1925/2628, 13-15=-1691/2475, 12-13=-2297/3593, 10-12=-1453/2399 WEBS 3-15=-308/347, 4-15=-163/441, 4-13=-674/1339, 5-13=-478/420, 6-12=-414/396, 7-12=-794/1274,7-10=-11101882, 8-10=-1600/2657 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.Bpsh h=15N; B=45ft; L=40f; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4-2, Exterior(2) 3.4-2 to 14-7-14, Interior(1) 14-7-14 to 38-1-12, Extedor(2) 38-1-12 to 42-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 9 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 1001Is uplift at joints) except (jt=1b) 2=795, 9=720. Joaquin Velez PE Nc.68162 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 O WARNING-Vedyydes/9dparamerersand NERD NOTES ON TMSANDMCLUDEDMREKRF RANCEPAGEM674Mm1 raaa4OeSBEFOREUSE Design valid for use only with MBekO connectors. This design Ls based any upon parameters shown, and Is for on 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 building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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 buss systems seeANSIMII Quo ltiv CMeM, DSB49 and BC51 Building Component 691M Palle East Blvd. Safety Informalbmrvolloble from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexontlrlo. VA 22 14. Tampa, FL 33610' Job Truss Truss Type ' Qti Ply LOT 35/2 WATERSTONE I FT T18329989 2125284 D11 Hip Thus 1 1 Job Referen a (optional) oullaers rur toumae 1rinns ury, 11), "um wy, I-L- aaxn, 0.29U5JU1 19ZU1U MI I eK In wanw, Inc. VVea UM 01J:V4:w 4Ula 5xB = 4 21 22 23 5xB = 5 Sx6 = 5xB = 6 24 25 7 Scale = 1:74.8 \ m 0 n ro 1� 15 13 12" "" 10 9 3x6 G 3x4 = 3z6 _ 3x4 = 5x8 = 3x6 = 2x4 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr VES Code FBC2017/TPI2014 CSI. TC. 0.96 BC 0.89 WB 0.89 Matrix-MSH DEFL. Vart(Lt) Vert(CT) Horz(CT) - in (loc) Vdefl Ud -0.32 15-18 >999 240 -0.71 15-18 >709 180 0.12 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 2251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-12, 7-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1633(0-8-0, 9=1558/0-3-8 Max Hom 2=195(LC 9) Max Uplift 2=-805(LC 10),.9=-710(LC 10) Max Gray 2=1681(LC 15), 9=1558(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250,(I1a) or less except when shown. TOP CHORD 2-3=-2973/1958, 3-4=-2721/1834, 4-5=-2997/2106, 5E=-2761/1942, 6-7=-2763/1943, 7-8=-1859/1248,8-9=-1501/1089 BOT CHORD 2-15=-1745/2729, 13-15=-1445/2455, 12-13=-1860/3045, 10-12= 970/1584 WEBS 3-15=-405/427,4-15=-199/573,4-13=-48B/907,5-13=-359/365,5-12=-390/211, 6-12=-464/458,7-12=-866/1469,7-10=-378/411,8-10=-962/1623 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Inledor(1) 2-8-0 to 5-4-2, Exterior(2) 5-4-2 to 16-7-14, Interior(1) 16-7-14 to 30-0-2, Exterior(2) 30-0-2 to 42-1-12 zone;C-C for members. and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load 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= IO.Opsf. 6) Bearings are assumed to be:., Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=805, 9=710. Joaquin Velez PE No.68182 MiTek USA, InO FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 &WARNING -Verily design parameters antl READ NOTES ON MIS AND INCLUDEDMmEKREFERANCEPAGEMX7V3 lV- le,1112015BEFOREUSE Design valid for use only with M1Tek® connectors. This design Is based only upon parameters shown, and is for on Individual building component, not a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building tlesign.&acing indicated 6 to buckling Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for slabllily and to prevent collapse with possible personal injury and property damage. For general guidance regarding fine 6904 Parke East Blvd. fabrication, storage; all erection and bracing of trusses and hum systems. seeANSVIP1i Cui Criteria, DSB-69 and BCSI Building Component Safely InformatbMvoilable from Truss Plate Institute, 218 N. we Sheet, Sulfa 312. Alexandria. VA 22314. Tampa, FL 33610 Job Tmss Truss Type Ply WA / Fr P T18329990 2125284 D13 Hip Truss 1 1 J OTR35/2 (EpRSTOINE Dunuurb rlmrou lw 1rra'r uay, ry, ram ulry, rL- 44001, C.L4u s dui 14 Lulu MueH mouslnes, Inc. wea um v to:ue.uo 4vi7 Scale = Vn.7 6.00 rl2 5x6 = 2XA It 5 25 '.2.4 II 6.12 MT20HS= 5x8 = 26 6 27 28 7 B 20 19 - 14 13 12 11 3x6 5x6 = 2x4 II 2.4 II 5x8 = 6xB = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.44 16-17 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.84 16-17 >603 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz CT) 0.32 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MSH Weight: 2551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 5-7: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or43-14 oc bracing. Except: 4-19,7-13: 2x4 SP No.3, 16-17,15-16:2x4 SP No.1 10-0-0 oc bracing: 17-19, 13-15 WEBS 2x4 SP N0.3 -Except- WEBS 1 Row at midpt 8-15, 9-11 17-20: 2x4 SP No.2, 10-11: 2x6 SP No.2 REACTIONS. (lb/size) 2=165110-8-0, 11=1576/0-3-8 Max Hom 2=235(LC 9) Max Uplift 2=-791(LC 10), 11=-697(LC 10) FORCES. (lb) - Maz CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-3032/1896, 3-4=-4104/2692, 4-5=-0048/2744, 5E=-3758/2551, 6-7=.3749/2542, 7-8=-3312/2293, 8-9=-1905/1363 BOT CHORD 2-20=-1671/2661, 16-17=-1890/3127, 15-16=-1997/3362, 7-15=-623/502, 11-12=-890/1302 WEBS 3-20=-1345/975, 17-20= 1886/3074; 3-17=-563/1047, 5-17= 749/1324, 5-16=380/887, 6-16=-468/487,7-16=-252/528,12-15=-1010/1780,8-15=-1385/2294, 8-12=-951/608, 9-12= 95/540,9-11=-1853/1307 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=5.8psf; h=15ft; B=45tt; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedar(1) 2-8-0 to 7-4-2, Exterior(2) 7-4-2 to 18-7-14, Intedor(1) 18-7-14 to 28-0-2, Exterior(2) 28-0-2 to 42-0-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. - 5) This truss has been designed for a 10.0 list bottom chard live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0pef 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 11 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of hearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at Joints) except Qt=lb) Joaquin Velez PE No.68182 2=791, 11=697. MiTek USA, Ina FL Cart 6674 6904 Parka East Blvd. Tampa FL 33610 Date: October 10,2019 Q WARNWG-Verity Leslgnpammefersand READNOTES ON MIS AND WLLUDEOMREKREFERANCEPAGEMI47473rev. 10V&s?01s BEFORE USE Design vaild for use only with M7ekO connectors. This design Is based only upon parameters shown, and Is for on Individual burping component, not a truss system. Before use, the building designer must very, fire 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 bracing MtTek' prevent 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 saeANSVTPII Quality Cmel1a, DS849 antl BCSI Sulalnp Component 6904 Parke East Blvd. Safety Infonnalbmvoiloble from Truss Plate Institute. 218 N. Lee sheet, Suite 312. AJexonano, VA 22314. Tampa, FL 33610 Truss Truss Type ay Ply LOT 35/2 WATERSTONE/FTP rI225284 T18329991 D15 Hip Truss 1 7 Job Reference (optional) uU, ars,n=,o"un.=%,u,n city, FL), naut Chy, FL-33567, 6.24usdu114Lulu MIlekind sdes,Inc. Weaum u1o:vz;wzuie Faye, I D:6gDIOH2OVegl Nkl sxoNemzyuULB.O?rpinY7aMY48w85kBywvn7MOTei5PKW NzTLIXyV6Sx 11-4-0 7-5-9 11-2-0 1 75-0-0 2&0.0 28-10-0 31-lB 36-9-13 42.3-8 � h-4-0 3-10-0 8-0-0 5-10_ 2-10-0 5-1-13 5-511 Scale = 1:777 Sx6 = 6.00 12 5x6 = 2x4 11 5x6 = 21 20 "' 3x4= 14 13 12 "' "" 11 3x6 = 5x6 = 2x4 II '2x4 II 5x8 = 6x8 = 11-2.0 19-7-6 28-10-0 31-8.0 1 42-3-8 Plate Offsets (X,Y)-- [3:0-3-0 0-3-01 [5:03-8 0-2-41 16:0-3-0 0-3-41 [8i0-5-8 0-2-0][15:0-3-0 0-2-121 118:0-2-12 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Udell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.82 Vert(LI.) 0.40 19 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.7315-17 >694 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.31 11 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 261 It, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, 5-6: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. Except: 4-20,7-13: 2x4 SP No.3, 16-18,11-14: 2x4 SP No.1 6-0-0 oc bracing: 13-15 WEBS 2x4 SP No.3 "Except* 10-0-0 oc bracing: 18-20 18-21: 2x4 SP No.2, 10-11: 2x6 SP No.2 WEBS 1 Row at mil 6-15, 8-12, 9-11 REACTIONS. (lb/size) 2=1651/0-8-0, 11=157610-3-8 Max Harz 2=276(LC 9) Max Uplif12=-791(LC 10), 11=-697(LC 10) M"Grav 2=1707(LC 15), 11=1599(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 23=-3102/1887, 3-4=-4303/2706, 4-5=-4328/2842, 5-6=-3049/2097, 6-7=-2596/1911, 7-8=-2577/1902, 8-9=-1944/1423 BOT CHORD 2-21=-165O/2885, 17-18=-1641/2937, 15-17=-1809/3066, 11-12= 999/1451 WEBS 3-21=-1467/960,18-21=-1860/3315;3-18=-610/1116,5-18=-997/1719, 5-17=-88/501, 6-15=-656/406, 12-15=-1116/2098,8-15= 1296/2163,8-12=-1284/789, 9.12=-24/407, 9-11=-1902/1357 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpb; TCDL=.4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-8-0, Interior(l) 2-8-0 to 9-4-2, Exterior(2) 9-4-2 to 20-7-14, Interior()) 20-7-14 to 26-0-2, Extedor(2) 26-0-2 to 37-3-14, Interior()) 37-3-14 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load 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= 1O.OpsL 6) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 11 considers parallel to grain value.using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 100 lb uplift at joint(s) except Qt=lb) 2=791, 11=697. Joaquin Velez PE No.66182 MiTek USA, Ina FL Celt 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 ,&WARNING -Verity design paremeters endeEAO NOTES ONTHISANOINCLUOEVMITEKREFERANCEPAGEM67413rev. r�ISBEFORE USE Design valid for use only with MBeldD connectors. This design Is based only upon parameters shown. and is for an IndMdual building component. not �'- o huss system. Before use, the building designer must verity the a epllcabllfly of design parameters and properly incorporate th6 design Into the overall building design. Bmcing Indicated is to prevent buckling of individual huss web and/or chord members only, AddIlonol temporary and permanent bracing MiTek' Is always required for stcl and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tobricatlon, storage, delivery, erection and bracing of busses and from systems, seeANSVIPII GualNy Criteria. DSB49 and SCSI Building Component 690 t Parke East BNd. Safety Informa7bnmailable from Truss Rate Institute. 278 N. Lee Street ontlno. eet. Suite 312. AlexVA 22314, Tampa, FL 33610' Job Truss Truss Type Oly Ply LOT 35/2 WATERSTONE/FTP T70329992 2125284 D17 Hip Trss 1 1 Job Reference (optional) Builders FrstSource (Plam City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. 9 15:02:11 2019 6.00 12 5x8 = 2%4 II 6 277 28 29 30 8 Scale=1:79.0 n Io N N 22 21 14 13 . 12 11 3x6 = 6x8 = 2x4 11 2x4 II 5x8 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177rP12014 CSL TC 0.98 BC 0.90 WB 0.98 Matrix-MSH DEFL. Vert(CL) Vert(CT) Hom(CT) in (loc) Weil L/d 0.55 20 >920 240 -0.9318-19 >542 180 0.37 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 2681b FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP N1.2 TOP CHORD Structural wood sheathing directly applied or 2-0-6 oc purlins, BOT CHORD 2x4 SP N1.2 *Except* except and verticals. 4-21,8-13:2x4 SP No.3,17-19: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-0-0 oc bracing. Except: WEBS 2x4 SP N0.3 -Except' 1D-0-0 oc bracing: 19-21, 13-15 10-11: 2x6 SP N0.2, 19-22,3-19: 2x4 SP N0.2 WEBS 1 Row at midpt 5-18 REACTIONS. (lb/size) 2=1659/0-8-0, 11=1583/0-3-8 Max Hom 2=317(LC 9) Max Uplift 2=-787(LC 10). 11=-693(LC 10) Max Gmv 2=1712(LC 15), 11=1602(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.3213/1903, 34=-6438/3758, 4-5— 6495/3793, 5.6=-2925/1973, 6-7— 2579/1946, 7-8= 2579/1946,8-9=-2486/1773,9-10=-1874/1281,10-11=-1537/1108 BOT CHORD 2-22=-1697/3039, 18-19=-2282/3951, 16-18=-1412/26BB, 15-16=-1223/2219, 8-15=-155/547 WEBS 5-19=-1359/2839, 5-18=-1498/1024, 6-18=-428/1018, 6-16=-16B/301, 7-16=-387/428, 8-16=-381/666,9-12=-967F775,10-12=-1022/1637,12-15=-1057/1688, 9-15=-227/789, 3-22= 2641/1545,19-22= 2184/3987, 3-19— 1607/2969 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=S.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 tot-8-0, Interior(1) 2-8-0 to 11-1-8, Exterior(2) 11-1-8 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Exterior(2) 24-0-2 to 35-6-4, Interior(1) 35464 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load 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 11 SYP No.2 crushing capacity of 565 psi'. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVrPI 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 Ito uplift at joint(s) except Qt=lb) 2=787, 11=693. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Q WARNING -Verftytleslgnperamelersc.d READNOTES ON MMANDWCLUDEDMREKREFEBANCEPAGEMM174TJre, I&D4401SBEFONE USE Design volid for use only with Miele® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall builtling design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems. seeANSVIPl1 Quality Cdledo. P88419 and BCSI Building Component 6904 Parke East BNd. Safety InformatbNvallable from Truss Rate Institute, 218 N. Lee Street Suite 312 Alexandro, VA 22314. Tampa, 1 33610 Job Truss Truss Type Oly Ply LOT 36/2 WATERSTONE / FT P T18329993 2125284 Wit Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plaid Uity, FL), Plant City, FL-33567, r1-4 1 fi-8-0 12-3-12 1 4-4-0 4-0-0 2-9-0 5.?12 6.00 F12 5.8 i 26 5 4x12 4 6x12 MT20HS i 4 3 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed UM 915:U2:13 ZU19 rage 1 5xfi = 5x6= 2x4 II 6 727 8 28 5z6 9 29 5x8 10 Scale=1:79.0 1.5xB STP=" 8 - 15 - Sz12 T20H5= - m 1 2 Bzt4 M17 16 30 31 d 6x12 MT20HS= 7x10= . ._. 21 20 19 14 13 12 11 3x6 = 5x8 = 3x4= 2z4 II 5x8 = 3x8 = 0.0 2-3-22 -2-to- N5.045-7-69 0-IAfi88I 180 O 42-3-8 fi-10.8 Plate Offsets (X,Y)-- [3:0-5-4,0-2-4), [4:0-5-0,0-1-8], [5:0-4-0,0-3-0], [6:0-3-8,0-2-4], [7:0-3-8,0-2-4], [9:0-3-0,0-3-4], [15:0-4-12,0-2-8], [16:0-0-12,0-3-4], [17:0-5-8,0-3-0], LOADING (psQ SPACING- 2-0-0 CS'_ DEFL in (lac) 'do" Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) 0.85 19 >597 240 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -1.17 19 >432 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.94 Hom(CT) 0.55 11, n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 6-7,1-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-20: 2x4 SP M 31, 16-18: 2x6 SP M 26,.8-13: 2x4 SP No.3 15-16: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 *Except* 3-21,10-11:24 SP No.2, 18-21,4-17,7-16:2x4 SP No.2 3-18: 2x4 SP No.1 REACTIONS. (Ib/size) 2=1656/0-8-0, 11=157510-3-8 Max Harz 2=358(LC 9) Max Uplift 2=-788(LC 10), 11=-697(LC 10) Max Gray 2=1680(LC 15), 11=1575(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3190/1858, 3-4=-9863/5557, 4-5=3953/2484, 5E=-2581/1792, 6-7= 2266/1713, 7-8=-2327/1827,8-9=-2426/1713,9-10_ 1872/1245,10-11>1511/1078 BOTCHORD 2-21=-1681/3069,20-21=204/356,4-18=-1892/3691,17-18=-4940/9094, 16-17=-2051/3690,15-1fi=-1102/2023,8-15- 199/263 WEBS 3-21=-2483/1428,18-21=-1939/3570,3-18=3280/6047,4-17=5497/2941, 5-17=-433/1002, 5-16=-1569/1007, 6-16=-3041753,7-16=-136/458,7-15=-374/748, 12-15=-1022/1688,9-15=-207/686,9-12=-9071721, 10-12=-977/1632 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 2841b FT=20% Structural wood sheathing directly applied or 2-2-0 cc pudins, except end verticals. Rigid ceiling directly applied or4-4-7 cc bracing. Except: 10-0-0 cc bracing: 18-20, 13-15 1 Row at midpt 4-17. 5-16 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=5.8psf; h=15ft; B=45f ; L=40ft; eave=5N; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(i) 2-8-0 to 13-4-2, Exterior(2) 13-4-2 to - 33-3-14, Intenar(i) 333-14 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone;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 rmnconcurrent with anyother live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. Joaquin Velez PE No.68182 7) Bearings are assumed to be: , Joint 11 SYP No.2 crashing capacity of 565 psi. MiTek USA, Inc. FL Cart 6634 8) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify 6904 Parke East Blvd. Tampa FL 33610 capacity of beading surface. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) except 0t=11b) 2=788. 11=697. October 10,2019 O WARNI1113-Vertrydeal9nperametenand REAONOTESONMZANOPICLUOEOMR KREFERANCEPAGEMX74n.. lOTa2015BEFOREUSE Oeslgn void for use any with M6ehO connectors. this design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bWOing design. Bracing Indicated is to prevent buckling of IndNldual hum web antl/or chord members only. AddlHanal temporary and permanent bracing MiTek' Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of humus and hum systems seeANSVIP11 Quality CrBedo, DS549 and BC51 Buildhp Component 6904 Parke East Blvd. Safety Informalbnovoiloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type ' Oty Ply LOT 35/2 WATERSTONE/FTP T18329994 2125284 D21 HIP TRUSS 1 1 Job Reference (o0fonall Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:14 2019 Page 1 ID:6gDIOH2OVeg1 NklsxoNemzyuULB.Gm4KXBbdeb2VdYRsz10s4Y11842Z1 Bd5HbRZRIyV6St 1i 4-0 fi-3-D 13-7-8 21.0-0 25-8-0 26-10-0 35.5-0 42-&B Y-4-d 6-3.0 -� 7.4.8 7 4.8-0 32-0 6.7.0 F 6-10.S 6.00 12 5x6 = 5x6 = 19 13 12 11 10 3.6 = 3x6 II 2x4 It 5x8 = 3x8 = LOADING (psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber COIL 1.25 BCLL 0.0 Rep Stress [net YES BCDL 10.0 Code FBC20l7fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-19,7-12: 2x4 SP No.3 WEBS 2x4 SP No.3'Except- 9-10: 2x6 SP No.2 Scale = 1:62.7 CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.84 Vert(LL) -0.2214-15 >999 240 MT20 244/190 BC 0.77 Vert(CT) -0.39'14-15 >999 180 WB 0.92 Horz(CT) 0.08 10 n/a rda Matrix-MSH Weight: 266 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-4-0 oc bracing. Except: 10-" oc bracing: 12-14 WEBS 1Raw at midpt 4-15,6-15 REACTIONS. (Ib/size) 2=271/0-e-0, 19=1598/0-3.0, 10=1339/0-3-8 Max Horz 2=399(LC 9) Max Uplift 2=-281(LC 10), 19=-861(LC 10), 10=-592(LC 10) Max Gray 2=272(LC 19), 19=1669(LC 15). 10=1372(LC 16) FORCES. (Ib) -Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3= 360/422, 3-4=-1967/1271, 4-5=-1641/1224, 5-6=-1386/1214, 6-7=-1957/1546, 7-8=-1934/1358, 8-9= 1582/1014,.9-10=-1309/904 BOT CHORD 18-19=-1673/982, 3-18=-1608/1019, 15-17=941/1807, 14-15_ 665/1392, 7-14- 326/406 WEBS 3-17=-842/1593, 4-15=-422/354, 5-15=-139/465,6-14=-547/883, 11-14=-807/1419, 8-14=-981461, 8-11=-727/582, 9-11=-754/1340 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.Bpst h=1511; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-e-0 to 15-4-2, Exlerior(2) 15-4-2 to 31-3-14, Interior(1) 31-3-14 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone; porch left 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.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 19 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSNTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=281, 19=861, 10=592. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Jab Taus Truss Type ' Oy Ply LOT 35/2 W ATERSTONE / FT P T18329995 2125284 E7 Jack -Open Truss 33 1 Job Reference (optional) Builders Firstliource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 915:02:19 2019 Scale = 1:22.6 Plate Offsets (X Y)-- [2:0-2-10 0-1-81 LOADING (psf) SPACING- 2-04) CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.19' 4-7 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.01 3 1 We BCDL 10.0 Code FBC2017/FPI2014 Matrix -MP Weight: 24 to FT=20% LUMBER - TOP CHORD 2x4'SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (It/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Horz 2=241(LC 10) -Max Uplift 3= 161(LC 10). 2>779(LC 10) Max Grav 3=199(LC 15), 2=343(LC 15). 4=124(LC 3) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Bpst h=15ft; B=45ft; L=40N; eave=5ft; Cat. II; Exp C; Encl.,GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 1001b uplift at joint(s) except (jt=1b) 3=161.2=179. Joaquin Vales PE No.611182 MiTek USA, Ina FL Cad 6634 6904 Parka East Blvd. Tampa FL 33810 Date: October 10,2019 ,&WARNING-Vedrydesignpthunefersand READNOTES ON TNISAND INCLUDED MITEfIREFERANCEPAGEMX74"Is- 101142015BEFOREUSE Design valid for use only with MireM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the oppllcolority of design parameters and popery Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual imssweb and/or chord members only. AddRloncl temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVD'II'u a' CmrrM, DSk29 and 6CS1 Bulli Component 6904 Palle East Blvd. Sabp Mlomtatbnavoilobleftam insss Plate Institute, 21B N. Lea Sheet Su9e 312, Alexondrla, VA 22 14. Tampa. FL 3361D Job Truss Truss Type / FT PT78329996 2125284 ETV Jack-OpenTruss 7]3 �: �R.f.,.W. Builders FirstSoume (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:19 2019 Page 1 I D:6gDIOH2OVegl Nkl sxoNemzyuULB-djt0asfmT7hojJKgmac1 nc7vD5kAJgHgR19K6VyV6So -1-0-0 3.8-4 7-0.0 1-4.0 3.8-4 I 3-3-12 Scale=1:22.6 US Plate Offsets (X Y)-- 12:0-1-12 0-0-87 12:0-2-8 Edae7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.27 4-7 >312 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.23 4-7 >364 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.02 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 271b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 3=156/Mechanical, 2=336/0-8-0, 4=94/Mechanical Max Harz2=241(LC 10) Max Uplift 3=-146(LC 10), 2=-172(LC 10), 4=-13(LC 10) Max Grav 3=186(LC 15), 2=341(LC 15), 4=119(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.8pst h=15h; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(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 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 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity. of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers. parallel to grain value using ANSI/rPl 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) 4 except all 3=146, 2=172. Joaquin Velez PE No.68182 MiTek USA; Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Q WARNING - Veoltdestsmparemelem and READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMS-7473.. laTY10f5BEFORE USE Design valid for use only with MrekO connectors, ihls 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 tlesign parameters and properly Incorporate this design Into the overoll bulldingdeslgn. Brocing Indicated Is buckling lndlyoual truss web and/or chord members only. Additional temporary and bracing MiTek' to prevent of permanent Is always required for slablllly and to prevent collapse with possole personal Injury and property damage. For general guidance regarding the 69M Palle East Blvd. fobdcotlon, storage, ell erection antl bracing of trusses antl rnss systems seeANSVIPII Quo' OMeM. DSB69 and SCSI Building Component Safety Infomrallona+ciloble from Truss Poole Imtlrute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Truss Truss Type Ply / FT PG r2l'2-1284 T18329997 FG Flat Truss 1 ^Jb Reference (op'onGaINE Builders FirstSource (Plard City, FL), Plant City, FL- 33567, 3x4 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:20 2019 Page 1 ID:6gDIOH2OVegl NklsxoNemzyuULB.SwRboSgOERpfLTvOJH7GKpXEGVFUR37_gXtdeyyVGSn 4.6 = 6.00 12 i 3-8-0 I 7-4-0 3-8-0 3 &0 Scale = 1:27.1 Plate Offsets_(X`C-- 15:0-4-0,0-4-41 LOADING (psi) SPACING- 2-M CSI. DEFL. in (too) Vdefl I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(ILL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.17 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight:. 1011b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=2109/0-8-0, 4=1925/0-8-0 Max Harz 4=-72(LC6) Max Uplift 6=-989(LC 8), 4=-918) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2- 1470/712, 2-3=-1470/712, 1-6=-1477f732, 3-4=-14771732 WEBS 2-5=-473/1094,.1-5=-675/1482, 3-5=-675/1482 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. -Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 1Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered 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: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.6psh, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bosom chord and any other members. 7) Beatings are assumed to be: Joint 4 SVP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 6=989, 4=926. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 1169Ib down and 582 lb up at 3-4-12, and 1169 lb down and 583 lb up at 5-4-12, and 1281 lb down and 534 lb up at 1-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-3=-54, 4-6 -2.0 Concentrated Loads (Ib) Vert: 5= 1169(B) 7=-1175(B) 8=1169(B) Joaquin Velez PE No.68182 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33810 Date: October 10,2019 AWARNING- yedfydeslgdNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEM67473mmIDU l0ISBEFOREUSE. Design voila for use only with M7ekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system, Before use, fie building designer must verity the applicabllity of design parameters and properly Incorporate this design Into the overall bulldingdelgn, Bracing indicated b to prevent bucking of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek' 6 always requited 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 seeANSVWII CualNv CMerb. D6B-69 and SCSI Buldhi, Component 69M Parke East Blvd. Safety Infurmotontlda. bnavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. AlexVA 22314. Tampa. FL 33610 Job Truss Truss Type Ot Ply LOT 35/2 WATERSTONE / FT P T18329998 2125284 G Common Truss 8 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 915:02:21 2019 ID:6gDIDH2OVeg1NklsxoNemzyuULB.Z67z7Xg07kxW zcUCt7fV114KRVVaAXs7VBeOBC I Scale =1:39.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL '1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.45 BC 0.56 WB 0.25 MontiWeight: DEFL, in Vert(LL) -0.10 Ved(CT) -0.19 Horz(CT) 0.04 (too) Vdefl Ud 8-10 >999 240 8-10 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 102 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or7-5-11 ac bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=88610-8-0, 6=886/0-8-0 Max Hom 2=-253(LC 8) Max Uplift 2=-468(LC 10), 6=468(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1405/910, 3-4— 1287/922, 4-5=-1287/922, 5-6=-1405/910 BOT CHORD 2-10=-616/1368, 8-10=-285/852, 6-8=-616/1223 WEBS 4-8=-288/622, 5-8=354/362, 4-10=-288/622, 3-10=354/362 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.Bpsf; h=15h; B=45ft; L=40111; eave=5ft; Cat. If: Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-0-0. Exterior(2) 7-0-0 to 15-0-0, Interior(1) 15-0-0 to 19-4-0, Extedor(2) 194-0 to 234-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 1O.Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) 2=468, 6=468. m �b Joaquin Velez PE No.68182 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 QWABNING. Verily des19n perameteraand NEIIDNOTES ON T/IISANDWCLUDWM?EKREFENANCEPAGEMI474mJre 10MV2015 BEFORE USE. Design valid for use only with Mill connectors. This design Is based only upon parameters shown. and 6 for on IndNltlual building component, not a truss system. Before use, Me building deslgnor must verify Me applicability of design parameters and pape0y, Incorporate this design Into the overall building design. Bracing hdicafetl is to prevent buckling of Individual Muss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Lsolwaysrequlred for stalonly and to preventcollapsewith possible personal hlury and property damage. For general guidance regarding me fabrication storage, delivery, erection and bracing of busses antl taisssystems seeANWIPII Gopllly Cdbde. PS349 and BCSI Building Component 69M Pa*e East Blvd. Safety mformafbMvolloble from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Toss Type Ply LOT 35/2 WATERSTONE/FTP T18329999 [2125284 �G'7�Common Truss 3 1 Job Reference o tional Builders Rr gSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:22 2019 Page 1 ID:6gDI0H2OVeg1 NklsxoNemzyuULB-11ZLDlhhn23Nam2ORiAkPEdU7JrgvzpH7gNJgyV6Sl 11-0-0 16.242 21-8.0 i-4.a 5-9-4 5-2-12 5.2-12 5-5-4 a Scale = 1:38.8 4x6 = 3x4 = 3x4 = 3x4 = 3.4 = 3x4 = 7-2-12 I 14.9-4 21-8-0 7-2-12 7-6-8 6-10-12 Plate Offsets (X Y)-- (6:0-0-0 0-0-101 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) -0.12 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.21 7-9 >999 180 BCLL 0.0 ' Rep Stress Mot YES WB 0.27 Horz(CT) -0.03 2 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 99111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=799/0-4-0, 2=876/0-8-0 Max Harz 6=241(LC 9) Max Uplift 6=-361(LC 10). 2=-466(LC 10) Max Grav 6=802(LC 16), 2=881(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1386/921, 3-4_ 1275/932, 4-5=-1229/946, 5-6=-1355/935 BOT CHORD 2-9= 626/1205, 7-9=-294/839, 6-7=-647/1310 WEBS 4-7=-309/569, 5-7=324/383, 4-9=-289/636, 3-9=-352/362 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-10 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=5.8psf,, h=15f ; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4.0 to 2-8-0, Interior(1)2-8-0 to 7-0-0, Extedor(2) 7-0-0 to 15-0-0, Interior(1) 15-0-0 to 17-8-0, EMerior(2) 17-8-0 to 21-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat 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= 10.0psf. 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 100 lb uplift at joirl except (jt=lb) 6=361, 2=466. Joaquin Velez PE No.68182 MiTek USA, Ine. FL Cod 6634 6904 Padre East Blvd. Tampa FL 33610 Date: October 10,2019 O WARNING -Veflydssign psnemetersend READ NOTES ON TMSANDINCLUDED MREK REFERANCEPAGEMe-74n,ov. fa/aa201a BEFOREUSE Design valid for use only with M0ek& connectors. ibis design is based ody upon parameters shown, and Is for an indlddual building component, not ��' o truss system. Before use, me bullding designer must verify me opplicoblllty, of design parameters and papery Incorporate this design Into me overall building design. Bracing Indicated is to buckling lndiNdual truss web antl/or chord members only. Atldtional temporary and permanent bracing MIT61C prevent of b always required for stability and to prevent collapse with possible personal Wury, and property damage. For general guidance regarding me fobricotlon storage, delivery, erectan and bracing of trusses and truss systems seeMliv PIt Quality CMeria. DSS49 and BCSI building Component 69M Parke East Blvd. Safety krformatbrxrvalioble from new Plate In -Mute, 218 N. We Street Sulte 312, Alexcndrlo. VA 22314. Tampa, FL 33610 Job Truss Type Ply LOT 35/2 WATERSTONE / FT P T18330000 2125284 GX T_—S ommon Truss 1 1 T Job Reference (options) Builders FrstSource PI aM City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 915:02:23 2019 Page 1 ID:6gD10H2OVeg1 NklsmNemzyuULB-VV7kODiHW MBECwdb70hzyS9jSiJteTsOMU7XFHyV6Sk -1-4-0 11-0.0 22-0-0 2&4-0 13-0 I 11-0.0 11-0-0 F 1-4-0 �1 4x6 = axa = 23 22 21 20 19 18 17 16 15 14 °%9 3x4 = Scale = 1:41.6 I Ig 22-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Ven(LL) -0.00 13 n/r 180 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.06 Vert(CT) -0.00 13 n/r 120 SCLL 0.0 ' Rep Stress Incr YES WE 0.09 Horz(CT) 0.01 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrlx-SH Weight: 115 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 22-0-0 (lb) - Max Horz 2=253(LC 9) Max Uplift All uplift 100 It, or less at joint(s) 20, 21, 22, 23, 17, 16, 15, 14 except 2=-152(LC 10), 12=-152(LC 10) Max Grev All reactions 250 Ib or less at joint(s) 2, 19, 20, 21, 22, 23. 17. 16, 15. 14. 12 FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-100/283, 6-7=-105/424, 7-8= 105/424, 8-9=-74/283 WEBS 6-20=-139/299, 3-23=-173/293, 8-17=-137/299, 11-14=-172/293 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=5.8psf; h=15N; B=45R; L=40ft; eave=2ff, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 7-0-0, Comer(3) 7-" to 15-0-0, Extedor(2) 15-0-0 to 19-4-0, Comer(3) 19-4-0 to 23-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) 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 ACC, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 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. 10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 23, 17, 16, 15, 14 except Qt=lb)'2=152, 12=152. 12) Beveled plate or shim required to'provide full bearing surface with truss chord at joint(s) 2. Joaquin Velez PE No.68182 MiTek USA, Inc FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 Job Truss Truss Type I IO Ply LOT 3512 WATERSTONE/FTP T78330001 2125284 M COMMON TRUSS 3 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 915:02:24 2019 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULB-zhh6eZvHfJ5g4CnY7CCUfimt6R9NvgZb8s5njyV6Sj -1-4.0 5-0.0 10-0.0 11-4.0 1-4.0 5-0-0 I 5.0-0 1-4-0 Scale = 1:23.1 4x6 = 3 n 0 3x4 = 3x6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Co,e FBC2017/TPI2014 CSI. TC 0.76 Sc 0.89 WB 0.18 Matda-MSH DEFL. in Vert(LL) 0.17 Vert(CT) 0.15 Horz(CT) -0.00 (too) Ndefl Ud 8-14 >571 240 8-14 >673 180 2 n/a Na PLATES GRIP MT20 244/190 Weight: 41 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-10-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=341/0-3-8, 7=543/0-0-0 Max Hom 7=-130(LC 8) Max Uplift 2=363(LC 10), 7=-484(LC 10) Max Grav 2=342(LC 19), 7=543(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (11b) or less except when shown. TOP CHORD 3-4=-225/486, 2-3=-218/388 WEBS 4-7=302/613 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=5.8psf; h=15ft; 3=45ft; L=40ft; eave=5ft; Cat. II; Exp C;, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 5) Bearings are assumed to be: , Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joints) except 01=11b) 2=363, 7=484. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 ,&WARNING-VerlydeslgnperemetenanCREAO NOTES ON THMANDINCLUDWMI KBEFEBANCEPAGEM1474mJr 10113,2015BEFONE USE Design valid for use only calm Mitei connectors. This design Is based only upon parameters shown, and Is for an Individual building component net a from system. Before use, the building designer must verify the applicability of design parameters and proper y Incorporate this design Into me overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stablity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabmtlon, storage, delivery, erection and bracing of trusses and from systems seeANSVrl Cuo®v CmeM, DSO-89 and BCSI Bu6dhp Component 69N Parke East Blvd. Safety Informelbnsavcilobie from Truss Plate Im ute. 218 N. We Street Suite 312. Alexontltlp. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply LOT 3512 WATERSTONE I FT T78330002 2125284 MX Common Truss 1 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:24 2019 Scale = 1:21.2 4x5 = m 6 2x4 II 2x4 II 2x4 II 10.0.0 10.0.0 Plate Offsets (X,Y)-- (2:0-2-0,Edgel. [6:0-2-0,Edeel LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 7 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 7 Nr 120 SCLL 0.0 ' Rep Stress Incr YES WB 0.13 Hom(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-SH Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-0-0. (lb) - Max Hors. 2=-130(LC 8) Max Uplift All uplift 100 Ito or less at joint(s) 10, 8 except 2=-181(LC 10), 6=-181(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 2, 6, 9, 10, 8 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3A---5S/262, 4-5=-58/262 WEBS 3-10- 181/424, 5-8=-180/424 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=1511; B=45ft; L=.40ft; eave=2ft; Cat. II; Ergo C; Encl., GCpi=0.18; MWFPS (directional) and C-C Comer(3) zone;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 qualifiedbuilding designer as per ANSIrrPI 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 psi bottom chord live load nonconcunent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 8 except at=lb) 2=181, 6=181. 10) Beveled plate orshim required to provide full bearing surface with truss chord at joint(s) 6. Joaquin Velez PE No.68182 MTek USA, Ina. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 O WARNNG-VeHiYdesrgnpaametereand REAONOTES ON TNISANO INCLUDED MNEx REFERANCEPAGEMd-74".. INB'120156EFOREUSE Design valid for use only wIM Mri connectors. This design Is based only upon parameters shown, and Is for an IndNidual building component, not a truss 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 is to buckling of Individual truss web and/or chord members only. AddItlonal temporary and permanent bracing MiTek' prevent Is always required for stabllity, and to prevent collapse Win possible personal Injury antl property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and imss systems. seeANSVTPt1 Quo ®v Criteria, DSB-59 and BC61 Building Component 6504 Parke East BNtl. Sooy N tformatbNvoilobie from Truss Plate Institute, 218 M Lee Street, Suite 312. Alexontldo. VA 22314. Tampa, FL 33610 Job Truss Truss Type O Ply LOT 35/2 W ATERSTONE / FT P T18330003 2125284 PB Piggyback Truss 5 1 Job Reference (optional) oWiueia r„a,auu, etr,n,p V„y, 'It, riam Illy, rL-1.0.1, Jul 19 za JU ml I ex mausmes, ma. wea Vat aI*;Ul:la LaIV 3 2x4 = 3M = 2x4 = Scale =1:9.0 4-8-0 Plate Offsets (XY)— 13:0-2-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Van(Lt) n/a - rda 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(CT) rifle - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight:, 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-8-0. (lb)- Max Horz 1=-41(LC 8) Max Uplift All uplift 100lb or less atjoint(s) 1, 2,4 Max Gmv All reactions 250 lb or less at joints) 1, 5, 2, 4 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced Fact live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDIl5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SYPo.W.Zcrushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 4. 6) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.66162 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 QwARNwa- vetlry design PIsmmermsnd READ NOTES ON TNaIAND INCLUDED MTTEKREFERANCERAGEMX7473 rev. mTa20I5 BEFORE USE valid for use only with M6ei connectors. fits design Is based only upon parameters shown and Is for an Individual building component not witDesign a hull system. Before use. the building designer must verify me applicability of design parameters and propeay Incorporate this design Into me overall building design. Bracing indicated is to buckling lndNlduol Was web and/or chord members only.Additional temporary and bracing MOW prevent of permanent 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 husses and truss systems, seeANSVIPl1 Cuo81v CrE�M, b36-59 and BC61 Buill Component Sofity mfomratbncvaYobie from Truss Plate Institute. 218 N. Lee sheet. Suite 312. Alexontlrlo, VA 22 1C 6904 Parke East BNd. Tampa, FL 33610 Job Thus Truss Type Ply=optional) E/FTP T18330004 2125284 PB1 Piggyback Truss 2 Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 9 15:02:26 2019 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuULS-w4os2Fk9pHZo3OMAgYEga4nHlwJ6rrOs2SLBsbyV6Sh 2.0-0 2.8.0 4.8-0 2-0-0 0.8.0 2.0-0 - 4x6 II 2x4 = 2x4 = LOADING (psQ SPACING- 2-0-0 CS'. DEFL. in (too) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) n/a - n1a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Scale =1:9.1 PLATES GRIP MT20 2441190 Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc pudins. BOT CHORD 2x4 Ste No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-8-0. (Ib) - Max Horz 1=-37(LC 8) Max Uplift All uplift 1001b or less at joints) 1, 2.4 Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 2, 4 FORCES. (Ib) - Max Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. 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=4.2pst BCDL=5.8psf; h=151t; B=45f ; L=40ft; eave=511; Cat. It: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 fall 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 100lb uplift at joint(s) 1, 2,.4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd,TampaFL 33610 Date: October 10,2019 OWARNING-Venlydes/9npammetenend READNOTES ON TNISANDWCLUDWMREKBEFEBANCEPAGEMO74nmre 1d0.42015BEFONE USE. Design valid for use only with MITekW connectors. This design Is based only upon parameters shown. and Is for on IndiAducl 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 bucWing of indNltlual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collopse with ocedole personal Injury and property damage. For general guidance regarding the fabrication storage, dervery, erection and bracing of trusses and truss systems. SseANSUT911 Quality Criteria. OS249 and 0061 Bolding component Safety Information vollable from Truss Rate Institute, 218 N. Lee sheep Suite 312 Alesandrla VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Truss Trss Type F Ply LOT35/2WATERSTONE/FTP ro—b T18330005 25284 R7 JACK -OPEN TRUSS 2 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 9 15:02:27 2019 ID:6gDIGH2OVegl Nkls=NemzyuULB-OGMEGbinaahfh%xMEFlv61KDgKY3a6)(OH651C Scale=1:22.2 4Ap — NAILED NAILED NAILED — 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Ve 1(LL) -0.26 5-8 >448 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.51 5-8 >231 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Ho1z(CT) 0.01 5 Na Na BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=195/Mechanical, 2=443/0-8-0, 5=248/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-195(LC 8), 2=-210(LC 8), 5=-17(LC 5) Max Grav 4=195(LC 1), 2=443(LC 1), 5=304(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-866/391 BOTCHORD 2-5=-472/859 WEBS 3-5=-871/479 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf, h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will 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. 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) 5 except (jt=lb) 4=195, 2=210. 7) 'NAILED" indicates 3-1 Did (0.148'x3') or 2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. B) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 5-6=-20 Concentrated Loads.(Ib) Vert: 9=49(F=25, B=25) 10=32(F=16, B=16) 11— 103(F— 51, B_ 51) 12=23(F=12, B=12) 13=-10(F=-5, B— 5) 14= 50(F= 25, B=-25) Joaquin Velez PE No.68182 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2019 ,&WARNING-Veritydeslgnparemetereand READNOMS ON MZANDWCLUDWMREKREFERANCEPAGEMX74TJrev. 10D120159EFORE USE. Design void for use only with Mrek connectors. lhs design Is based only upon parameters shown, and Ls for an IncMdual building component not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate Mis design Into the overall building design. Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal inlury, and property damage. For general guidance regarding Me fabrication storage. delivery, erection and bracing of trusses and truss systems, seeANSVrP11 GualI8y Criteria, O3549 and SCSI Building Component 69" Parke East Blvd. Safety Mformallon rvolloble from Truss Plate Institute, 218 N, Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 - Truss Truss Type Ply LOT 35/2 WATERSTONE/FTP [21ob T18330006 252f14 VR7 JACK -OPEN TRUSS 1 1 Job Reference (optional) oulia9rs nrswVYale l"wir Iny, IL), riant ulty, FL- JJbbf, NAILED NAILED 11 6 14 S 6' NAILED i NAILED 3x4 = B240 S JUI 14201 B Mr l ex Industries, Inc. Wed U01 9 15:02:28 2019 Pagel 1D:6gDI0H2OVegl NO sxoNemzyuULB.sSwdTwmPLupW IhW YnzHBfVtTUjulJdN9W mglwUyV6Sf NAILED NAILED 4.24 12 13 NAILED 46 % NAILED 3 16 NAILED T NAILED 1s 2x4 II NAILED NAILED 2.40 12 4x6 = 9-10.1 F Scale: 1/2'=1' Plate Offsets (X,Y)- 12:0-3-5,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.08 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.13 6-7 >922 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 42 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=159/Mechanical, 2=443/0-10-3, 6=287/Mechanical Max Harz 2=240(LC 8) Max Uplift 4=-150(LC 8), 2=-206(LC 8). 6=-73(LC 5) Max Gmv 4=159(LC 1), 2=443(LC 1). 6=298(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ill or less except when shown. TOP CHORD 2-3=-11661419 BOT CHORD 2-7=-497/1097, 6-7=502/1117 WEBS 3-7=0/255,3-6=-1081/480 BRACING - TOP CHORD Stmctural wood sheathing directly applied or 5-2-10 oc puffins. BOT CHORD. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=51f Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 6 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 6 except (jt=lb) 4=150, 2=206. 8) "NAILED" indicates 3-1 Old (0.148'x3') or2-12d (0. 1 48'x3.25') toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=.54, 5-8=-20 Concentrated Loads (lb) Vert: 11=49(F=25, B=25)12=32(F=16, B=16) 13=-106(F=53, B=-53) 14=23(F=12, B=12) 15_ 10(F= 5, B=5) 16=-52(F=-26, B=-26) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 66M 6904 Parka East Blvd. Tampa FL 33610 Date: October 10,2019 Q WARNING-Vbdlydesl9epammeremend READNOTES ON TNISANDINCLUDWD KBEFENANCEPAGEMX74TJmv. lorai2015BEFOBE USE Design valid for use only with Mrek® connectors. This design Is coned any upon parameters shown, and Is for an Individual builtling component, not a truss system. Before use, the building designer must verify the applicability of tleslgn parameters and properly Incorporate Ill s design Into the overall building design. Bracing indicated a to prevent buckling of Individual truss web and/or chord members only. Ada rtlonal temporary and permanent bracing Is always required for stability and to prevent collopse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVTPII Gua ily CMrrM, b96-09 and SCSI Building Component Safety Informallonwalloble from Truss Plate Institute. 218 N. Lee Street, Suite 31Y Alexandria, VA 22314. M!Tek' 69M Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated, Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 0-71� For 4 x 2 orientation, locate Numbering System l 6-4-8-dimensions shown In ft-in-sixteenths I I (Drawings not To scale) 1 TOP CHORDS 3 c1-2 a2d Qro 4 c m 0 Oc �y y O ays° U N0- ® 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 BC51. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative TorI 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, cra co-r cse BOTTOM CHORDS plates 0-1/0 from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by Al 1. _ connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from 'Plate location details available in MiTek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSVTPI 1. SOffWOfB Or Upon lBgUBSf. NUMBERSAETTERS. lumber noted. moistime 8. Unleshall oec ricati n. shall not exceed 19%at time of fabrication. not PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352 ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESP3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and In oil respects, equal To or better than that Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the lane of the g p truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if Indicated. Lumber design values are in accordance with ANSIIrPI 1 14 Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, If no ceiling is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown Is for crushing only, _— ® 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, I e ANSI/rPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 249 Maitland Avenue, Suite 3000 F D Altamonte Springs, Florida 32701 S1 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES October 16, 2019 Building Department Ref: Adams Homes Lot: Lot 35 Blk. 2 Subdivision: Waterston Address: 8509 Waterstone Blvd., Ft. Pierce Model: 2265 B RHG KA # 19-7031 Truss Company: Builders FirstSource Date of drawings: 10/10/19 Job No.: 2125284 Wind Speed: 160 Exposure: C Truss Engineer: Velez, Joaquin To whom it may concern, SCANNED BY St. Lucie County We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, pBLO 7-6 �rzizi `��•v�S.��G E N SFR9FS No 87864 Car FS#Brown, P.E. t* FL. b6126 STATE F Luis�yreP d.T.os, p 10/16/2019 Todd M. Born, P.E. FL.# 82126 Mahmoud Madkour, P.E. FL.#48966 "MI M 1usiness with a Service Mindset and an Eye for Detail" IQ Go „at yP CAUTIONM 1949-00 23-04-0e 19-n8-0n 3.0000 _ 7-00-00 ( U m U U U C1 S 4 z F c1 C3 n R� m on m C 00 m ad m r Go OI do N an ¢ expo ad to find m N r 6 m M : an r 1 C3 1-0 ao c5 C5 / / / / / m m m d m va adr a d 4 / 4 4 4 IN A 4 4 4 J m 4 4 4 sV T m 3V M 1-0 ao G1 iV expo M etl to vzintl z -oD G1 2 ao G7 ”' '^ w W 1a -oo G 4 z-o -0o Ca z-0 -00 G 2 n0 G 2- o G z-0 o G z ad G 2-0 -M G 12-09-00 10.00.n0 12-06-00 GX 32-00.0n s7-o0ao CONNECTORS SCHEDULE ROOF TRUSS Q ID MODEL ROOF UPLIFT SYM 0 A• LUS24 / JUS24 8951835 4901510 31° 3 A HTU26 /THD26 3600 / 3470 1555 / 2330 Zia 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 sLe 0 C HTU26-2 / THD26-2 360D / 3355 2175 / 2340 1m 0 D HTU28-2 / THD28-2 4680 / 5005 3485 / 2595 1m 0 E HGUS26-2 / THDH26.2 5320 / 5245 2155 / 2340 116 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 13330 1 v 0 G HGUS26a / THDH26J 5230 / 5245 2155 / 2340 1 m 0 H HGUS283 / THDH28J 7460 / 7835 3235 / 4370 1 m 0 J THASR-L29 / 9100 / 8990 4095 / 4370 1 u 28 11 11 3X8NOP SCANNED SCANNED B\, BY St. Lucie St, Lucie County -ram, i REvISG MD RESUBMIT RED!/IEWED VATH NOTAT101`4 Ellh0 i n' `diLL' �D ❑ tNO EIREV ccrraeuons or comments made on equipment subr-n- or si:op daWings durtng this revieW do not reties, tractor from compliance With requirements of ino ,nos and specifications This check is only for revle- o=ner.i; conformance With the design concept 01 project and general compliance With the information y in 4he contract documents. The contractor is resp inz. for confirming and correlating all quantities an, rm sons; seleciing fabrication processes and tachniqua}4f construction,; coordinating his wor'r, with that of all othe trades and performing his work in a safe and satisfactorY manner FLO IDA DESIGN SOLUTIONS, INC. Date � � BY Submittal NB. PrDte6t tb. prow L111 P(QIal1 Na V sown sxouo'om nr` is era ran.a ro.mxwu exannsuen Evssmwosnrsurcxrewovmm... IMPORTANT EE mm m�uvaxcrauriooarcE This Drawing Must Be Approved And x3a. ax`.E slas Returned Before Fabdoa0on Will minas we¢x oEawiaosoanssannonouownoure Lora Begin For Your Protection Check All vmxaxr mxeamc Laam Dimensions And Conditions Prior To ApBE Of Plan. SIGNATURE BELLOO W INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAV`E TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: W PSF TCDL: 10 PSF Data BCDL: 10 PSF BCDL: 6 PSF TOTAL: 37 PSF TOTAL 56 PSF DURATION: 1.26 DURATION: 1.00 IT ATTEMPT TO ERECT S WITHOUT REFERRING TO GINGERING DRAWINGS AND SUMMARY SHEETS. ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Acoeptetl Regardless of Fault WIII Prior Nofift.bcn By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. For All Connections Met Than Tmss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Smelts, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6I12 CEILING PITCH: 3112 TOP CHORD SIM: 2 X 4 BOTTOM CHORD SME: 2 X 4 OVERHANG LENGTH: 16" ENDCUT: Plumb CANTILEVER: — MUSS SPACING: V" BUILDING CODE: FEC2017 BEARING HEIGHT SCHEDULE Hatch Legend BEARING ®19-W BEARING 1l'4" BEARING PLAN DATE: 2019 h, UIS FIt DUI m 4408 Airport Read Plant City, FL 33563 Ph. (813) 305-1300 Fax (813) 306-1301 lllj