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HomeMy WebLinkAboutTrussLumber desig6values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: 2177638 - LOT 28/2 WATERSTONE / SLC MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2177638 .Model: 22 Jgrr8a, FL 33610-4115 Lot/Block: 28/2 Subdivision: Waterstone-St Lucie County Address: 8120 Amalfi Circle,. City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof. Load: 37.0 psf Floor Load: N/A psf This package includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers .Rules. No. Seal# Truss Name Date 1 T18852597 A 12/9/19 2 T18852598 Al 12/9/19 3 T18852599 A3 12/9/19 4 T18852600 A5 12/9/19 5 T18852601 B7C 12/9/19 6 T18852602 B9C 12/9/19 7 T18852603 B11 C 12/9/19 8 T18852604 B13C 12/9/19 9 T18852605 B15 12/9/19 10 T18852606 B17 12/9/19 11 T18852607 . B19 12/9/19 12 T18852608 B21 12/9/19 13 T18852609 C1 12/9/19 14 T18852610 C3 12/9/19 15 T18852611 C5 12/9/19 16 T18852612 D7 12/9/19 17 T18852613 D9 12/9/19 18 T18852614 D11 12/9/19 19 T18852615 D13 12/9/19 20 T18852616 D15 12/9/19 21 T18852617 D17 12/9/19 22 T18852618 D19 12/9/19 No. Seal# Truss Name Date 23 T18852619 D21 12/9/19 24 T18852620 E7 12/9/19 25 T18852621 E7V 12/9/19 26 T18852622 E7VA 12/9/19 27 T18852623 E7V6 12/9/19 28 T18852624 E7VC 12/9/19 29 T18852625 FGC 12/9/19 30 T18852626 G 12/9/19 31 T18852627 G 1 12/9/19 32 T18852628 GX 12/9/19 33 T18852629 WE E 12/9/19 34 T18852630 H2 12/9/19 35 T18852631 H3 12/9/19 36 T18852632 H4E 12/9/19 37 T18852633 PB 12/9/19 38 T18852634 P131 12/9/19 39 T1 8852635' R7 12/9/19 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the 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 or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. �. .�ScENS�.yti No 22839 STATE OF 11111111 Walter P. Flnn PE N02839 MiTek USA, Inc. FL Cert 6904 Parke East � i pa Date: �rl36cop December 9,2019 Finn, Walter 1 of 1 Job Truss Truss Type . ., City Ply LOT 28ERSTONE / SLC T18852597 2177638 A PIGGYBACK BASE TRUSS 4 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 Mir ex industries, Inc. rvron Duo 9 r c.ov:or 40 19 rage ID:6gDIOH2OVeglNklsxoNemzyuULB-QFQMD8EHlgfZCnkEAseBMFKBIepVmiULJhgad4yAhwi 1-4- 5-7-6 8-11.0 14-11-B 21-0-0 25-8-0 31-5-12 37-4-9 42-7-8 4.0- 1-4- 5-7-6 3-3-10 6-0.8 6.0-8 4-8-0, 5-9-12 5-10-13 S-2-15 1-4-8 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED , BY scale=181s PURLINS AT 2-0-0 OC. MAX. 5x6 = 5x6 = TYPICAL'. a nn 1,7 18 3x4 = 3x6 = 6xB = 34-3-0 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 [nor YES Code FBC2017/TP12014 CSI. TC 0.66 BC 0.81 WB 0.62 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.37 18-21 >281 240 0.28 18-21 >378 180 0.07 10 n/a n/a p PLATES GRIP MT20 244/190 Weight: 237 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins. BOT CHORD 2x4 SP No.2 `Except BOT CHORD Rigid ceiling directly_ applied or.4-4-4 oc bracing. 4-18: 2x4 SP No.3 WEBS 1 Row at,midpt 5-17, 6-16, 8-14 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 Grav 2=394(LC 19), 18=1738(LC 15), 10=1427(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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, 17-1 8=-1 592/664, 4-17=-313/240, 16-17=-642/1332, 14-16=-480/1269, 12-14=-907/1751,10-12=-1176/2232 WEBS 3-18= 276/3B5, 5-17=-1773/742, 5-16=0/258, 6-14=-78/396, 7-14=-203/428; 8-14= 723/537, 8-12=-89/487, 9-12=-345/295 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=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, 1,ntedor(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-8, Interior(l) 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 & 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 = 10.0psf. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=460,18=829,10=682. Walter P. Finn PE No12839 MiTek USA, Inc. EL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MX7473 rev. I0/03r2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' : Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnationavaiiabie from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ,. Oty Ply LOT 28/2 WATERSTONE / SLC T18852598 2177638 At PIGGYBACK BASE TRUSS 1 1 Job Reference (optional) nAn.. 1. 1 1A nr10 RA;T I..A trios Inn Mon 12:34:58 2019 Pane 1 Buiider5 FirsiSuurce kPianl filly, FL), rIaIR lJlly, rL-JJ�o/, Dec....... 1-4- 8-0-12 14.6-1 21-0.0 �.c .v Q.,w �� �..,.. �.,, ,..�. „�.............I .. �.,. .....�. .. ...... ...... ....._ _�_ . ID:6gDIOH2OVegl Nkl sxoNemzyuULB-uS_IRUEvo_nOgxJRkZ9NvTtl_29UVBVVYL079XyAhwh 25-8-0 31-5-12 37-4.9 42-7-8 4-0- 4- 8-0-12 6-5-5 6-5-15 4-8.0 5.9-12 5-10-13 5-2-15 1-4-8 Scale = 1:81.6 5x6 = 5x6 = 6.00 12 5 6 46 i 5x6 25 7 4 6x12 MT20HS 2x4 8 1.5xB STP = 3 26 910 1.5x8 STP = 24 IT 16 o m 2 5x6 = 27 28 15 29 14 30 13 31 12 11 IN 1 d 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = 3x6, _ 17 8-0-12 are II 31_ _ 34-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.34 17-20 >276 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.26 17-20 >363 180 MT20HS 187/143 BCLL 0.0 `. Rep Stress Incr YES WB 0.69 Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-17: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=327/0-8-0, 17=1624/0-3-8, 9=1350/0-7-8 Max Harz 2=-421(LC 8) Max Uplift 2=-386(LC 10), 17=-866(LC 10), 9=-685(LC 10) Max Grav 2=330(LC 19), 17=1775(LC 15), 9=1448(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 25.0 (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, 8-9= 2610/1549 BOT CHORD 16-17=-1779/948, 3-16=-478/434', 15-16=-664/1475, 1.3-15=-495/1344, 11-13=-916/1795, 9-11=-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=-346/295 Structural wood sheathing directly applied or 3-6-5 oc pudins. Rigid ceiling directly applied or 4-0-8 oc bracing. 1 Row at midpt 4-16, 7-13 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=5ft; Cat. 11; 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, Extedor(2)_15-4-2 to 31-6-8, Interior(1) 31-6-8 to 40-0-0, Extedor(2) 40-0-0 to 44-0-0 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) All plates are MT20 plates unless otherwise indicated: 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 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 100 lb uplift at joint(s) except at=lb) 2=386, 17=8661 9=685. Walter P. Finn PE No.22939 MiTek USA, Inc. FL tort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: m 6 0 December 9,2019 ©WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with M[Tek® 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 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alwaysrequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdtodo, DS111-09.0nd Best Bulding Component. 6904 Parke East Blvd. Safety Infomtatlonovoilable from Truss Plate Institute, 218 N. Lee Street, Suite, 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ; i City Ply LOT 28/2 WATERSTONE! SLC T18852599 2177638 A3 PIGGYBACK BASE TRUSS 1 1 Job Reference (optional) butlaers rlrsi5ource triant cny, rLl, rrani Uny, rL - g000r, 1-4- 7-2-4 13-10.6 1-4- 7-2-4 6-6-2 1.5x8 STP =24 1 2 3x6 = 6x12 MT20HS i 14x6 17 4x6 I 6.00. 12 4x6 i 25 4 O. JJul IY ID:6gDIOH2OVegl NO sxoNemzyuULB-McY7egFXZIvHR5udHHgcRgQRnf 2131-5-12 37-4-9 _ 42-7.8 7-1-1�5-9-12 5-10-13 5-2-15 5x6 = 5x6 = 5 6 15 27 14 3x4 = 46 = Scale = 1:81.6 5x6 7 \2 ?k9i 0 11n 0 Iq 28 13 29 12 30 11 N 3xB = 4x6 = 3x4 = 3x6 = 8-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 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) -0.58 13-15 >734 180 MT20HS 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: 230 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc pudins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. 3-17: 2x4 SP No.3, 14-16,12-14: 2x4 SP No.1 WEBS 1 Row at midpt 4-16, 5-13, 7-13 WEBS 2x4 SP N6.3 REACTIONS. (lb/size) '2=304/0-8-0, 17=1611/0-3-8, 9=1385/0-7-8 Max Horz 2=-421(LC 8) Max Uplift 2=-351(LC 10), 17==854(LC 10), 9=-699(LC 10) Max Grav 2=307(LC 19), 17=1731(LC 15), 9=1479(LC 16) FORCES. (lb) - 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=-2438/1489, 8-9=-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=-1221W30 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=4.2psf; 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, Interior(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, Exterior(2) 40-0-0 to 44-0-0 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit. between the bottom chord and any other members, with BCDL = IO.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 100 lb uplift at joint(s) except Qt=lb) : 2=351, 17=854, 9=699. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cott 66U 6904 Parke East Blvd. Tampa F1:33610 Date: December 9,2019 © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the 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 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, seeANSVTP11 Quality Crlforla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type i Qty Ply LOT 28/2 WATERSTONE / SLC T18852600 2177638 A5 PIGGYBACK BASE TRUSS 1 1 Job Reference (optional) tsuncers mrS1.JOUrce trlanl I ny, r-Lj, rlani Idly, rL - 53001, 0.44u s out w cu 1 a Iva 1 cn uluuauIwo, u,u. ,v.... — . I-- a oeo , ID:6gDIOH2OVeg1 Nk1 sxoNemzyuULB-10ft3VHo5v9?hP2OPij4X5VnMFAfiSFxEJfomsyAhwe i1-4-q 6-3-0 13-7-12 21-0-0 25-B-0 31-5-12 _, 37-4-9 42-7-8 44-0-0 4- 6-3-0 7-4-12 7-4-4 4-8-0 5-9-12 5-10-13 5-2-15 . 1-4-8' Scale=1:83.2 5xB = 6.00 12 5x6 = 5 6 5x8 i 5x6_ 26 7 4 2x4 �i 5x6 i 8 1.5xB STP = 27 3 1.5x8 STP =25 910 V I 17 o m 2 3x4 = 1 16 15 14 28 13 12 29 30 11 Ic0S 0 5x6 =' 3x6 = 3x4 = 3x8 = 46 = 3x4 = 3x6 = 18 3x6 = 3x6 II. . 5-11-B 6- 0 13-7-12 21-0-0 25-8.0 34-3.0 42-7-8 5-11-B 0- -B 7-4.12 7-4-4 4.8-0 8-7-0 8-4-9 Plate Offsets (X,Y)-- [3:0-3-0,0-3-01,[4:0-4-0 0-3-01,[5:0-6-0,0-2-81,[6:0-3-0,0-2-01,[7:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.21 11-13 >999 240 MT20 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.86 Vert(CT) -0.42 11-13 >999 180 BCLL .0.0 ' . Rep Stress Incr . YES WB 0.89' Horz(CT) 0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weighti 238 lb FT = 20% LUMBER- EIRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 4-3-5 oc bracing. 3-18: 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 5-13, 7-13 WEBS 2x4 SP N6.3 REACTIONS. (lb/size) 2=266/0-8-0, 18=1614/0-3-8, 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 Grav 2=270(LC 19), 18=1697(LC 15), 9=1475(LC 16) 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, 7-8=-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= I258/2329 WEBS 3-16=-804/1654, 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=4.2psf; 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, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-6-9, Interior(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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 9 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 joint(s) except Gt=lb) 2=314, 18=839, 9=715. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 0 6 0 December 9,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANOE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith Mlrek® 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 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 with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPll Quail Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type ;. + City . Ply LOT 28/2 WATERSTONE / SLC T18852601 2177638 137C HALF HIP TRUSS 1 2 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Dec 9 12:35:11 2019 Page 1 ID:6gDIOH2OVegl Nkl sxoNemzyuU LB-OyGf9wO3k_Qatxpx_ouQwCvVfHaE27N PXt4J7HyAhwU r1-4-Q 3-9-4 7-0-0 , 13-5-6 19-10-12 , 26-4-2 33-9-4 39-3-8 46-8-0 1-4-0 3-9-4 3-2-12 6-5.6 7-5-2 5-6-4 7-4-8 j 0 Scale = 1:84.6 5x6 = . 3x8 = 5x6 = 5xB = 5x6 - 4x6 = 4x6 = 6.00 F12 4 5 24 6, 7 25 26 8 9 10 20 18 17 15 14 19 16 11 4x6 = 3x8 = 3x8 MT20HS= 5x8 3x8 = 2x4 II 6x8 = 3. - 501 12: 1.5x8 STP= 2x4 II 3x4 II 33-9-4 i 7-0-0 13-5-0 19-10-12 26-4-2 .32-9.8 33-8-ti5 39-3-6 - 46-6-0 , 7-0-0 6-5-6 6-5-6 6-5-6 6-5-6 -11- 5-6-4 7-4-6 Plate Offsets (X,Y)--[4:0-3-0,0-2-01, [6:0-3-0,0-3-01, [8:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.37 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.48 17-18 >843 180 MT20HS 1871143 BCLL .0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.13 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014' Matrix-MSH Weight: 482 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-14 REACTIONS. (lb/size) 11=876/0-8-0, 2=2489/0-8-0, 14=3790/0-3-0 Max Horz 2=243(LC 8) Max Uplift 11= 474(LC 5), 2=-1401(LC 8), 14— 2120(LC 8) Max Gray 11=953(LC 14), 2=2872(LC 13), 14=4189(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5753/2689, 3-4=-5622/2644, 4-5=-5121/2454, 5-6=-6666/3269, 6-7=-6666/3269, 7-8=-175/271, 8-9=-535/798, 9-1 0=- 1856/948, 10-11=-823/565 BOT CHORD 2-20=-2512/5135, 18-20=-3392/6914, 17-18=-3392/6914, 15-17=-2192/4520, 14-15=-2192/4520, 13-14=-1718/1044, 8-13=833/686, 12-13=-986/1874 WEBS 4-20=-760/1998, 5-20=-2118/1078, 5-18=0/400, 5-17=-283/198, 6-17=-795/676, 7-17= 1230/2451, 7-15=0/466, 7-14=-5333/2635, 9-13=-2755/1508, 9-12=-16V394, 10-12=-925/1800 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=6ft; 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 ponding. 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 11 SYP.No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/fPI 1 angle to grain formula.: Building designer should verify 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 Qt=lb) 11=474, 2=1401, 14=2120. 12) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 733 lb down and 304 lb up at Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPll Quality Cdteda, DSB49 and III Building Component 6904 Parke East Blvd. Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply LOT 28/2 WATERSTONE / SLC . . . TIBB52601 2177638 B7C HALF HIP TRUSS 1 2 Jab Reference (optional) bunaers mrstJource Imam Ldty, t-L), " mart llty, FL - J"dbbI, _ t5.Z4u 5 Jut 14 ZUI tl IVII I ex InaUSITIe5, Inc. IVIon Lieu y IZ:db: it Zuni raye Z I D:6gDIOH2OVegl Nkl sxoNemzyuULB-OyGf9wO3k_Qatxpx_ouQwCvVfHaE27NPXt4J7HyAhwU LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54,4-10=-11P(F=-58),20-21=-20,14-2d=-42(F= 22),12-13=42(F=-22),11-12=-42(F— 22) Concentrated Loads (lb) Vert: 20= 475(F) © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rev. TO/03/2015 BEFORE USE. " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Cdteda, DSB-69 and BCSI Building Component Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314, MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type k t . Qty Ply LOT 28/2 WATERSTONE / SLC T18852602 2177638 89C . Half Hip Truss 1 1 Job Reference (optional) tiullaers I-rrsz6ource tmani idly, I-L), Ylani Ury, M - 3;:$=/, 0.z4u 5 Jul 14 eu IV IVII I UK II WuffiI1.5, III.. -u1I — a Ic.aa. I Y — I a ray. I ID:6gDIOH2OVegiNklsxoNemzyuULB-QXyooyRylvo9kOXVgwS7YrX?PVcYFKLrDgljbyAhwR 1-4- 4-9-4 9-0.0 17-3-1 25-6-2 32.9-8 39-1-11 46-8.0 4- 4-9-4 4-2-12 8-3-1 8--3 7-3.6 . 6-4-3 7-6-5 Scale=1:84.6 Sx6 = 5x8 = 5x6 = .3x4 11 5x6 = 4x6 = 6.00 12 4 24 25 265 6 27 28 7 8 29 9 18 17 16 15 14 13 46 = 3x8 = 3x8 MT20HS = 2x4 II 3x8 = 3x6 = 6x8 = 9-0-0 8-3-1 18-3-1 10 3.50112 1.5x8 STP= 3x4 11 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 CSI. TC 0.89 BC 0.87 WB 0.89 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) 0.22 16 >999 240 Vert(CT) -0.34 18-21 >999 180 Horz(CT) 0.11 13 n/a n/a PLATES MT20 MT20HS Weight: 245 lb GRIP 2441190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 'Except* BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing. 7-13: 2x4 SP No.3 - WEBS 1 Row at midpt 5-18, 5-14, 6-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=426/0-8-0, 2=1298/0-8-0, 13=1790/0-3-0 Max Horz 2=297(LC 10) Max Uplift 10=-195(LC 7), 2=-636(LC 10), 13=-845(LC 10) Max Grav 10=428(LC 20), 2=1298(LC 1), 13=1790(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. TOP CHORD 2-3=-2316/1541, 3-4=-2065/1335, 4-5=-1820/1284, 5-6=-1653/990, 8-9= 534/277, 9-10=-363/305 BOT CHORD 2-18=-1614/2046, 16-18=-1504/2311, 14-16=-1504/2311, 13-14=-985/1636, 12-13=-743/525, 7-12=-340/321, 11-12=-297/538 WEBS 3-18=-347/379, 4-18=-197/604, 5-18=-667/253, 5-16=0/311, 5-14=-752/587, 6-14=-183/610, 6-13=-1974/1225, 8-12=-787/519, 9-11=-271/530 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. 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 3-4-2, Exterior(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 42-6-4, Exterior(2) 42-6-4 to 46-6-4 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 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 10 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI.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 Ib uplift at joint(s) except Gt=lb) 10=195, 2=636, 13=845. 0 0 N Walter P. Finn PE No.22639 MiTek USA, Inc. FL Ceff 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationovalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . S Qty Ply LOT 28/2 WATERSTONE / SLID . T18852603 2177638 B11 C Half Hip Truss 1 1 Job Reference (optional) cunaers mrsmource triani u ny, rLl, riam Lay, rL - 0o001, o.LYv J JUI I �yo . ID:6gDIOH2OVegl Nkl sxoNemzyuULB-nDDFGr1QSDislYdCZPEJ3J2?BfYcRuO4SzOLIlyAhwd 1-4- 5-9-4 11-0-0 18.3-3 25-6-5 33.9-4 39-1-11 46-8.0 4• 5.9-4 5-2-12 7-3-3 7-3-3 8-2-15 5-4-7 7-6-5 Scale=1:84.6 5x8 = 3x6 = 5x6 = 3x4 II 5x6 = 4x6 = 6.00 F1-2 4 25 26 5 6 27 28 7 8 P9 9 19 18 16 14 13 10 2x4 II 3x8 3x6 = 3x8 = 3x6 = 6x8 = 1.5x8 STP= .. 4x6 = 3x6 = � . 3.50 12 3x4 II 5.9-4 11-0-0 18-3.3 25-6-5 32-9.8 33.9p 39-1-11 46.8-0 5-9-4 5-2-12 7-3-3 7-3.3 7-3-3 0- 1- 2 5-4-7 7-6-5 Plate Offsets (X,Y)--[4:0-6-0,0-2-81, [6:0-3-0,0-3-01, [8:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.17 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.28 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-MSH Weight: 261 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc pudins, BOT CHORD 2x4 SP No.2 'Except except end verticals. 7-13: 2x4 SP No.3 . BOT CHORD Rigid ceiling directly applied or 4-8-7 oc bracing. WEBS 2x4 SP-No.3 WEBS 1 Row at niidpt 5-14, 6-13 REACTIONS. (lb/size) 10=429/0-8-0, 2=1299/0-8-0, 13=1787/0-3-0, Max Horz 2=351(LC 10) Max Uplift 10=-193(LC 7), 2=-627(LC 10), 13=-855(LC 10) Max Grav 10=432(LC 20), 2=1372(LC 15), 13=1787(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2458/1433, 3-4=-2003/1239, 4-5=-195211247, 5-6— 1410/833, 8-9=-394/198, 9-10=-365/302 BOT CHORD 2-19=-1567/2226, 18-19=-1567/2226, 16-18=-1200/1772, 14-16— 1247/1952, 13-14=-828/1393, 12-13=-741/529, 7-12=-342/325, 11-12=-212/398 WEBS 3-18=-531/421, 4-18=-130/444, 4-16=-89/397, 5-14=-682/521, 6-14=-222/665, 6-13=-1764/1093, 8-12=-610/405, 9-11=-202/410 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. 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 5-4-2, Exterior(2) 5-4-2 to 16-7-14, Inte6or(1,) 16-7-14 to 42-6-4, Extedor(2) 42-6-4 to 46-6-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.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 100 lb uplift at joint(s) except Qt=lb) 10=193, 2=627, 13=855. 0 b N Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TIFK REFERANCE PAGE MI1-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Infonnationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type l 9 city . Ply LOT 28/2 WATERSTONE / SLC T18852604 2177638 B13C Hip Truss 1 1 Job Reference o tional cuuaers rusioource trrani trrry, rLl, - riant arty, rL - o0001, o,cYv J'J , -,-I ID:6gD 10H2OVeg1 Nkl sxoNemzyuULB-jbLOhXJgNgYZYsma4gGn8k7KFrDwvmmNwHtSNAyAhwb r1-4-0 7-5-9 13-0-0 19-11-4 26-8-12 33-8-0 3A-St8 39-1-11 46-8-0 i 1-4-0 7-5-9 5-6.7 6-11-4 6-9 7-6-5 ' �1; Scale=1:86.2 6.00 FIT 5x8 = 5x6 5x6 = 3x6 = 5x8 = 4x6 = 4 38 39 40 5 6 41 42 43 7 8 9 AA 10 20 19 US = 11 1.5x8 STP = 4x6 = 4x6 = 3.50112 3x4 II 34-5-8 7-5-9 13-0-0 4-2- 19-11-4 26-8-12 33-8-0 33 -4 39-1-11 46-8.0 5-6-7 -2 5-9-4 6-9-8 6-11-4 4-8-3 7-6-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0:65 Vert(LL) 0.22 18 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.33 16-17 >999 180 BCLL . ..0.0 .'. Rep Stress Incr YES WB 0.97. Horz(CT) 0.08 13 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD. 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS JOINTS REACTIONS. (lb/size). 11=21/0-8-0, 2=1167/0-8-0, 13=2347/0-3-8 Max Horz 2=383(LC 10) Max Uplift 11=-107(LC 7), 2=-551(LC 10), 13=-1098(LC 10) Max Grav 11=89(LC 20), 2=11.78(LC 15), 13=2347(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1968/1123, 3-4=-2108/1441, 4-5=-1587/1109, 5-6=-1600/1122, 6-7- 615/431, 7-8=-973/1422, 8-9=-262/383, 9-10=-276/395 BOT CHORD 2-20=-1283/1754, 16-17=-1366/1850, 14-16=-400/615, 13-14=-1175/789, 12-13=-1209/824 WEBS 3-20=-496/556, 3-17=-59/263, 4-17=-452/837, 4-16= 398/341, 5-16=-397/406, 6-16=-833/1186, 6-14=-1044/865, 7-14=-1422/2141, 7-13=-2061/1554, 8-12= 752/1124, 9-12=-398/413, 10-12= 473/331, 17-20— 1318/1878 PLATES GRIP MT20 244/190 Weight: 316 lb FT = 20% Structural wood sheathing directly applied or 3-3-14 oc purlins, except end verticals. Rigid ceiling directly applied or 4-11-8 oc bracing. Except: 5-0-6 oc bracing: 16-17 54-0 oc bracing: 13-14 9-3-0 oc bracing: 14716 1 Row at micipt 6-16, 7-14, 10-12 1 Brace at Jt(s): 17, 16, 14 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. 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 7-4-2, Exterior(2) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to.28-0-2, Extedor(2) 28-0-2 to 34-5-8, Interior(1) 34-5-8 to 42-6-4, Exterior(2) 42-6-4 to 46-6-4 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 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 11 SYP.No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 11 considers parallel to grain "value using ANSVTPI 1 angle to grain formula. Building designer should verify' Walter P. Finn PE NoM839 capacity of bearing surface. MiTek USA, Inc. FL Cert 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6904 Parke East Blvd. Tampa FL 33810 11=107,2=551,13=1098. Date; December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev, r0/MOIS BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPil Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 28/2 WATERSTONE / SLC T18852605 2177638 B15 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), • Plant City, FL-33567, 8.240 s Jul 14 2019 MI 1 ek Industries, Inc. Mon Dec 9 12:35:05 2019 rage 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-BovOvtKl8BgQ9OLneYnOhxgRPsWMeLcX9xd?vdyAhwa 4- 5-7; 5-7-6 8-11-0 15-0-0 23-4-0 31-8.0 36-4-12 41-5-0 1-4-0 5-7-6 3-3.11 6-1-0 8-4.0 8-4.0 4-8-12 b-0-4 Scale = 1:76.5 3x6 = 6.00 12 17 6x8 = 8-8-0 8-11'-0 15-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 0.0. Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL .0.0 ' Rep Stress Incr . . YES BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 4-17: 2x4 SP No.3 . WEBS 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-10-9 5x8 = 5xB = 5x8 = 27 6 28 29 30 7 10 ill 23-4-0 , 31-B-0 - , _ _ ___ 41-5-0 8-4-0 8-4.0 9.9-0 [6:0-4-0,0-3-0], [7:0-6-0,0-2-8], [10:0-7-12,Edge] CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.90 Vert(LL) 0.3817-24 >279 240 MT20 244/190 BC 0.93 Vert(CT)-0.3217-24 >331 180 WB 0.48 Horz(CT) 0.06 10 n/a n/a Matrix-MSH Weight: 219 lb FT = 20% 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 REACTIONS. (lb/size) 10=1203/Mechanical, 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 Grav 10=1240(LC 16), 2=388(LC 19), 17=1552(LC 15) FORCES. ' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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; 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, Interior(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 & 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 = 1 O.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 100 lb uplift at joint(s) except at=lb) 10=552, 2=413, 17=865. Walter P. Finn PE NoM839 MiTek USA, Inc. f.L Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: m 0 I9 N December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is. based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII CualIIy Cdteda, DSB-89 and BCSI Building Component. 6904 Parke East Blvd. Safety Infoana8onavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type + Qty Ply LOT 28/2 WATERSTONE / SLC T18852606 2177638 B17 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City,;FL - 33567, 6.241.) s JUI 14 zui 9 mi i eK inausmes, Inc. rvion uec a rz:oo:ui zu r a raye r ID:6gDIOH2OVeg1Nk1sxoNemzyuULB-7A18KZLZglw8PKV91ypUmMlmngCg6DjpcF66_VyAhwY T1-4-0 5.7-6 8-11-0 17-0-0 23-4.0 29.8-0 36-1-2 41-5.0 1-4.0 5-7-6 3-3-10 8-1.0 6-4-0 6.4-0 6-5-2 5-3-14 Scale=1:79.1 5x8 = 2x4 II 5x8 = 6.00 F12 5 246 25 26 27 7 18 3x6 = 3x6 = 6x8 = 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 FBC2017ITP12014 CSI. TC 0.98 BC 0.94 WB 0.63 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) 0.38 18-21 >278 240 Vert(CT) -0.32 18-21 >332 180 Horz(CT) 0.04 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 232 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 `Except BOT CHORD Rigid ceiling directly applied or 4-6-15 oc bracing. 4-18: 2x4 SP No.3 WEBS 2x4SPNo.3 . REACTIONS. (lb/size) 2=386/0-8-0, 18=1541/0-3-0, 10=1198/Mechanical Max Harz 2=308(LC 9) Max Uplift 2= 413(LC 10), 18=-862(LC 10), 10=-550(LC 10) Max Gray.2=388(LC 19), 18=1573(LC 15), 10=1244(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250,(Ib) 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=-1 189/892 BOT CHORD .2-18=-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 roof live loads have been considered for this design. 21 Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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, Interior(1) 2-8-0 to 11-4-2, Exterior(2),11-4-2 to 22-7-14, Interior(1) 22-7-14 to 24-0-2, Exterior(2) 24-0-2 to 35-3-14, Interior(1) 35-3-14 to 37=3-4, Exterior(2) 37-3-4 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 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.18 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP Not 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 lb uplift at joint(s) except (jt=lb) 2=413, 18=862, 10=550. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMI1 Gualif Criteria, DSB-89 and BCSI Bulding Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type + Qty Ply LOT 28/2 WATERSTONE / SLC T18852607 217763E B19 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Dec 9 12:35:08 2019 Page 1 ID:6gD IOH2OVegl Nkl sxoNemzyuULB-bNbW XvMBR32?OT4MJgLjJaHyr4Y9rddzrvrfW yyAhwX r1-4-q 5-7-6 8-11-0 13-11-8 19-0.0 27-8-0 34.4-12 41-5-0 1 4 0 5-7.6 3-3-10 5.0-8 5.0-8 : 8-8-0 6-8-12 7.0-4 6.00 12 22. 5x6 = 16 3x6 = 3x6 = 6x8 = 27-8-0 Scale=1:79.1 I 0 I O N 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 ]nor YES Code FBC2017/TP12014 CSI. TC 0.96 BC 0.93 WB 0.78 Matrix-MSH 'DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well L/d 0.37 16-19 >282 240 0.28 16-19 >380 180 0.04 10 n/a n/a PLATES- GRIP MT20 244/190 Weight 230lb 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 No.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. (lb/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 (lb) or less except when shown. TOP CHORD 2-3=-307/388, 3-4=-206/354, 4-5=-190/364, 5-6=-1354/1139, 6-7=-1337/1209, 7-8=-1533/1227, 8-9=-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; 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 13-4-2, Exterior(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 to 37-3-4, Exterior(2) 37-3-4 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 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 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 lb uplift at joint(s) except Qt=lb) 2=423, 16=849, 10=552. Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cart OU 6904 Parke East Blvd. Tampa FL 33810 Oate; December 9,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mfiek® 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 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 with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/Tpll Quality Criteria, DSB-89 and BCSI Building Component y14. 6904 Parke East Biv8. Safety Inlormallonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22 Tampa, FL 33610 Job Truss Truss Type + City Ply LOT 28/2 WATERSTONE / SLC T18B52608 2177638 B21 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 1 8.240 s JUI 14 2019 MI I ex industries, Inc. Mon Dec 9 12:35:10 2019 rage 1 ID:6gDIOH2OVeg 1 Nkl sxoNemzyuULB-YliHyaORzglj GnEkR5NBO?NM41FSJarGIDKmagyAhwV T1-4-q 5-7-6 8-11-0 , 14-11-8 21-0-0 25-8.0 31-5-12 37-4-9 42-7-8 1-4.0 5-7-6 3-3-10 6 0-8 6.0-8 4-B-0 5-9-12 5-10-13 5-2-15 5x6 = 5x6 = P. nn (,7 17 3x4 = 3x6 = 6x8 = 17-3.8 Scale = 1:80.2 P= 10 4. Ia 0 0 0 N 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 0:65 BC 0.81 WB 0.61 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud 0.37 17-20 >281 240 0.28 17-20 >378 180 0.07 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 235 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD - Structural wood sheathing directly applied or 3-6-5 oc puriins. BOT CHORD 2x4 SP No.2 'Except BOT CHORD Rigid ceiling directly applied or 4-4-3 oc bracing. 4-17: 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 6-15, 8-13 WEBS 2x4SPNo.3 REACTIONS. (lb/size) 2=391/0-8-0, 10=1250/0-7-8, 17=1586/6-3-0 Max Harz 2=405(LC 9) Max Uplift 2=-434(LC 10), 10=-575(LC 10), 17=-860(LC .10) Max Grav 2=395(LC 19), 10=1352(LC 16), 17=1729(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or)ess 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=-1746779B, 6-13=-92/396, 7-13=-204/430, 8-13=-728/560, 8-11= 138/497, 9-11=-354/347, 3-17=-281/390 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.epsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; 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, Interior(1) 31-6-9 to 38-7-8, Exterior(2) 38-7-8 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 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 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 joint(s) except (jt=lb) 2=434, 10=575, 17=860. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 9,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. M0312015 BEFORE USE. Design valid for use orily with MRek® 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 must verity 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 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, seeANSVFPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type q + City . Ply LOT 28/2 WATERSTONE / SLC T18852609 2177638 C1 JACK -OPEN TRUSS 4 1 Job Reference (optional) ttuuaers I-irstaource (riant Laty, I-L), dart Lolly, M- UJbb t, o.&W 5 Jul w za is rvu i en uwubuieb, rnc. rviun — . ic,oU. I Lou,. ray. , ID:6gDIOH2OVeglNklsxoNemzyuULB-Mv3YDeSCZW2s_ihunLUbdGdVdlUziRpBg8n4oUyAhwP 4-4-0 0-10-15 1-4-0 0-10-15 Scale = 1:7.6 1 0-10-15 0-10-15 Plate Offsets (X Y)-- 12:0-1-4 0-0-2) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0:20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight:5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD . 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-4/Mechanical, 2=159/0-8-0, 4=-16/Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-4(LC 1),.2=-197(LC 10), 4- l6(LC 1) Max Grav 3=22(LC 10), 2=159(LC 15), 4=47(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250'(lb) or less except when shown.- NOTES- 1) Wind; ASCE 7-10;"Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others). of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=1b) 2=197. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 9,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. fal=015 BEFORE USE Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Cuallly Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 28/2 WATERSTONE / SLC T18852610 217763E C3 JACK -OPEN TRUSS 4 1 Job Reference (optional) rsuuaers rirslaource triant trry, rLl, rrant Ugly, rL - oa001, .1 .... ,.,, I-,, I ­­­ ­1 , -1- ID:6gDI0H2OVegl Nkl sxoNemzyuULB-g5dwQ_TgJgAjcsG4L3?gAT9gNipQSu2lvoXeKwyAhwO 1-4-0 2.10-15 1-4-0 2-10-15 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 • Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 TCDL 7.0 Lumber DOC 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL .0.0. ' Rep Stress Incr . YES WB 0.00 Horz(CT) -0.00 3 n/a . n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=194/0-8-0, 4=30/Mechanical Max Harz 2=131(LC 10) Max Uplift 3=-51(LC 10), 2=-155(LC 10) Max Grav 3=71(LC 15), 2=197(LC 15), 4=48(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale 1:12.6 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 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=4.2psf; BCDL=5.8psf; h=15ft; 13=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 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 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 100 lb uplift at joint(s) 3 except (jt=lb) 2=155. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke•East Blvd. Tampa FL 33610 Date: December 9,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE11111-7473 rev. M03V2015 BEFORE USE. Design valid for use onlywlth MiTek® 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 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 with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlanovaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 2B/2 WATERSTONE / SLC T18B52611 2177638 C5 JACK -OPEN TRUSS 4 1 Job Reference (optional) auuaers rustaource triant wry, rL/, want arty,rt--oo00r, o..-.- I+ . uy. ID:6gD IOH2OVegl Nkl sxoNemzyuULB-g5dwQ_TgJgAjcsG4L37gAT9bW ijgSu2lvoXeKwyAhwO 1-4-0 4-10.15 1-4+0 4-10-15' 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc). Well Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0:58 Vert(LL) 0.12 4-7 >494 240 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.10 4-7 >575 180 BCLL 0.0 •' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1 11 /Mechanical, 2=261/0-8-0, 4=58/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-120(LC 10), 2=-257(LC 10), 4=-71(LC 10) Max Grav 3=122(LC 15), 2=261(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.6 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer,to'girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=120, 2=257. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6604 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1 al=015 BEFORE USE. Design valid for use onlywlth MiTek® 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 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. M ITek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Qualm sy Criteria, DSB-69 and SCSI Building Component. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type city Ply LOT 28/2 WATERSTONE / SLC T18852612 2177638 D7 Half Hip Truss 1 2 Job Reference (optional) builders mrstbource triam Lorry, t-L), riant Vny, rL - -s0o3/, 0.4— . — I Y Lu I v IVII Iva ID:6gDIOH2OVegl Nkl sxoNemzyuULB-ycwr9Qd_GpptfsmaclkuCDCjux477cTCvKAgl91 r1-4-q 7-0-0 14-1-12 21-1-12 28-1-12 35-1-12 42-3-8 0 7.0-0 7-1-12 7-0-0 7.0-0 7-0-0 7-1-12 '. Scale = 1:74.8 5x8 = 2x4 II 5x6 = 3x4 = 5x6 = 5x6 = 6.00 12 3 18 19 20 21 422 23 24 25 5 28 2728 6 29 30 31 32 7 33 34 35 B , . 14 36 37 38 13. 39 40 41 12, 42 43 44 11 45 46 47 IQ 4B 49 50 9 3x6 = 2x4 11 6x12 MT20HS = 3x4 = 6x12 MT20HS = 5x6 = 2x4 = 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 NO Code FBC2017/TP12014 CSI. TC 0.92 BC 0.81 WB 0.69 Matrix-MSH DEFL. in (loc) I/dell Ud Vert(LL) 0.64 12 >795 240 Vert(CT) -0.78 12-13 >646 180 Horz(CT) 0.16 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS IBM43 Weight: 428 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD' 'Structural wood sheathing directly applied, except end verticals. 3-5,5-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly_ applied or 6-0-14 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP N6.3 *Except* 3-13,5-13,6-12,7-11,8-10: 2x4 SP No.2 REACTIONS. (lb/size) 2=2921/0-8-0, 9=2924/0-3-8 Max.Horz 2=243(LC 8) Max Uplift 2— 1649(LC 8), 9=-1636(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 25..0 (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 BOTCHORD 2-14=-2922/5154, 13-14=-2923/5175, 12-13=-5010/8910, 11-12=-4417/7887,' 10-11=-2843/5065 WEBS 3-14=-33/68813-13= 1788/3196, 4-13=-728/723, 5-13=-960/53515-12=-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 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; 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); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) 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 3-670 tall by 2-0=O wide will fit between the bottom chord and any other members. 9) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 9 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify Walter P. Finn PE No.22839 capacity of bearing surface. MiTek USA, Inc. FL Cart 6634 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6904 Parke East Blvd. Tampa FL 33610 2=1649, 9=1636. Date: December 9,2019 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI1 Gualtty Criteria, DSB-89 and SCSI Bulding Component 6904 Parke East Blvd. Safaty Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type + Qty Ply LOT 28/2 WATERSTONE / SLC T18852612 2177638 D7 Halt Hip Truss 1 .2 Job Reference (optional) Builders Firstbource (Plant tarty, FL), Plant Glty, I-L - 33557, - tj.240 s Jul 14 2019 MI I eK Industries, Inc. Mon Uec u l'G:35:31 2u19 rage 2 ID:6gDIOH2OVeg1NklsxoNemzyuULB-QoTDMmec07xkHOKn9?F7kQkudLQMk3jL7_wNg6yAhwA NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 215 lb up at 7-0-0, 87 lb down and 164 lb up at 9-0-12, 87 lb down and 164 lb up at 11-0-12, 87 lb down and 164 lb up at 13-0-12, 87 lb down and 164 lb up at 15-0-12, 87 lb down and 164 lb up at 17-0-12, 87 lb down and 164 lb up at 19; 0-12, 87 lb down and 164 lb up at 21-0-12, 87 lb down and 164 lb up at 23-0-12, 87 lb down and 164 lb up at 25-0-12, 87 lb down and 164 lb up at 27-0-12, 87 lb down and 164 lb 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 lb down and 164 lb up at 35-0-12, 87 lb down and 164 lb up at 37-0-12,.and 87 lb down and 164 lb up at 39-0-12, and 87 lb down and 164 lb up at 41-0-12 on top chord, and 326 lb down and 142 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb down at 1370-12, 65 lb down at 15-0-12, 65 lb down at 17-0-12, 65 lb 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 lb down at 27-0-12, 65 lb down at 29-0712, 65 lb down at 31-0-12, 65 lb down at 33-0-12, 65 Ib down at 35-0-12, 65 lb down at 37-0-12, and 65 lb down at 39-0-12, and 65 lb down at 41-0-12 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: 1-3=-54, 3-8=-54, 9-15= 20 Concentrated Loads (lb) Vert:3=-189(B) 5=-87(B) 14=-310(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(13) 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(6) 39=-40(B) 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(B) 50=-40(B) Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1WO32015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inlormatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' City Ply LOT 28/2 WATERSTONE / SLC T18852613 2177638 D9 Half Hip Truss 1 1 Job Reference (optional) nuuuers rustoource tr,ant L Hy, rL1, rrarn i ty, rL - 00D01, ... �- I D:6gDIOH2OVegl Nkl sxoNemzyuULB-u_l bZ6fEnR3bv9vzjimMHeH27lj7TXoVMefxMZyAhw9 r1-4 q 6-3.6 9-0-0 , 17-4-12 25-7-12 33-10-12 42-3.8 J 1-4.0 . 6-3-6 2-B-10 8-4-12 8-3.0 8-3-0 8-4-12 6.00 12 5xB = 5x8 = 4 21 22 23 6 5x6 = 6 24 .25 Scale = 1:74.8 5xB = 5x6 = 7 26 8 m 0 . 15 14 13 12 .11 10 9 3x6 — 3x4 = 4x6 - 3x6 = 5xB = 3x6 — 5x6 = 3x4 = 25-7-12 B-4-12 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 [nor YES Code FBC2017/TP12014 CSI. TC 1.00 - BC 0.97 WB 0.64 Matrix-MSH DEFL. Vert(LL) Vert(CT) . Horz(CT) in (loc) I/deft Ud 0.46 12-13 >999 .240 -0.69 12-13 >738 180. 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 midpt 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. (lb/size) 2=1633/0-8-0, 9=1558/0-3-8 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 (lb) or less except when shown. TOP CHORD 2-3=-2985/1922, 3-4=-2793/1832, 4-5=-3579/2283, 5-6=-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=-308/34714-15=-163/441, 4-13=-674/1339, 5-13=-478/420, 6-12=414/396, 7-12=-794/1274, 7-10=-1110/882, 8-1 0=- 1600/2657 NOTES=' 1) Unbalanced roof live loads have been considered for this design. 2) Wind:'ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; 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 3-4-2, Extedor(2) 3-4-2 to 14-7-14, Interior(1) 14-7-14 to 38-1-12, Exterior(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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on.the bottom chord in all areas where a rectangle 3-6-0 tall by 2,0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=795, 9=720. Walter P. Finn PE No.22839 IdiTek USA, Inc. FL Cod 6634' 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, fW03I2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only., Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality Cdforla, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Satiety Infonnatbnovailable from Truss Plate Institute, 218 N. Lee Skeet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' City Ply LOT 2B/2 WATERSTONE / SLC T18852614 2177638 1311 Hip Truss 1 1 Job Reference (optional) t5ullaers rlrsl6ource trlanl L,Ily, r-L), rlani Ldiy, rL - JJ00/, 0.44u 5 Jul 14 Lu 1 y IVII I UK IIIuu8l1wb' ll Ili. lvlyl l uuu a 14.0u. l V — 1, raqu I I D:6gD IOH2OVegl Nkl sxoNemzyuU LB-nUlhrfV4rRRRrAQTSU 1 IFuFp_WJ PwbcaN601PpyAhwM r1-4-q 7-5-9 11-0-0 19.3-4 27-4-12 35.8-0 42-3-8 1-4-0 7-5.9 3-6-7 8-3-4 8-1-8 8-3-4 6-7-8 5x8 = 4 '21 22 23 5x8 = 5 5x6 = 5xB = 6 24 25 7 Scale = 1:74.8 m 0 h N . 15 13 12'' "' 10 9 3x6 3x4 = 3x6 = 3x4 = 5x8 = 3x6 = 2x4 = 3x6 = 19-3-4 27-4-12 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 FBC2017lrP12014 CSI. TC 0.96 BC 0.89 WB 0.89 Matrix-MSH 'DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl 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: 225lb 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 Harz 2=195(LC 9) Max Uplift 2=-805(LC 10), 9=-710(LC 10) Max Grav 2=1681(1-13 15), 9=1558(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2973/1958, 3-4_ 2721/1834, 4-5=-2997/2106, 5-6= 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= 488/907, 5-13=-359/365, 5-12=-390/211, 6-12= 464/45B, 7-12=-866/1469, 7-10=-378/411, 8-10=-962/1623 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=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 5-4-2, Exterior(2) 5-4-2 to 16-7-14, Intedor(1) 16-7714 to 30-0-2, Extedor(2) 30-0-2 to 42-1-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-670 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) Bearirig at joint(s) 9 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 Gt=lb) 2=805, 9=710. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II4473 rev, 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPlf Quality Criteria, DSB-89 and Ili Building Component 6904 Parke East Blvd. Safety Infonnafblavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type • ° Qty Ply LOT 28/2 WATERSTONE / SLC T18852615 2177638 D13 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon uec 9 12:35:21 2U1 U rage 1 ID:6gDIOH2OVegl Nki sxoNemzyuULB-jttRGLW LN2h94TZsav4mKJKC5J710UPtgQVrThyAhwK r1-4-Q 7-5-9 11-2-0 113-0.0 20-11-0 28-10-0 33.8-0 38-1-13 42-3-8 1-4-0 7-5-9 3-B-7 1-10.0 7-11-0 7-11-0 4-10.0 4-5-13 4-1-11 Scale = 1:77.7 6.00 12 5x6 = 2x4 II 5 25 26 2x4 II 6xl2 MT20HS= 5x8 = 6 27 26 7 8 20 19 14 13 12 11 3x6 — 5x6 = 2x4 I I 2x4 11 5x8 = 6x8 = 11-2-0 20-11-0 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 CSI. TC 0.79 BC 0.89 WB 0.87 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.44 16-17 >999 240 -0.84 16-17 >603 180 0.32 11 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 255 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 5-7: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 4-3-14 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 No.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=1651/0-8-0, 11=1576/0-3-8 Max Harz 2=235(LC 9) Max Uplift 2= 791(LC 10), 11=-697(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3032/1896, 3-4=-4104/2692, 4-5=-4048/2744, 5-6=-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=-199713362, 7-15=-623/502, 11-12=-890/1302 WEBS 3-20=-1345/975, 17-20=-1886/3071, 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.Bpsf; 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, Interior(1) 2-&0 to 7-4-2, Exterior(2) 7-4-2 to 18-7-14, Interior(1) 18-7-14 to 28-0-2, Extedor(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 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 11 considers parallel to grain value using ANSlfTPI 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 Gt=lb) Walter P. Finn PE No,22839 2=791, 11=697. MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1WO302015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not ��" a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quo' By Cdteda, DSB•69 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' ' Qty Ply LOT 28/2 WATERSTONE / SLID T18852616 2177638 D15 Hip Truss 1 1 Job Reference' o tional nwlaers rirsiaource trianl uny, rLl, riani L111y, rL - oaoor, ,,,, ID:6gDIOH2OVegl Nkl sxoNemzyuULB-B3RpThXz8MpOid828cb7tXlNRjJv7xa134EPO8yAhwJ 4- 11-2 7-5-9 11-2-0 15.0-0 23.0-0 28-10.0 31-8.0 ; 36-9-13 42-3-8 i. 1-4..0 7-5.9 3.8.7 3-10-0 8-.0-0 5-10.0 2-10-0 5-1-13 5.5-11 Scale = 1:77.7 5x6 = 6.00 12 5x6' _ 5 27 6 2x4 11 5x8 = 28 29 7 30 8 21 20 3x4 = 14 13 12 11 3x6 — 5x6 = 2x4 II 2x4 11 5x8 = 6x8 = 7-5.9 11-2-0 19-7-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.40 19 >999 240 MT20 244/190 TCDL 7.0. Lumber DOL -1.25 BC 0.96 Vert(CT) ' -0.73 15-17 >694 180 BCLL 0.0 .' Rep Stress Incr . YES WE 0.88 Horz(CT) 0.31 11 We n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 261 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 5-6: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-20,7-13: 2x4 SP No.3, 16-18,11-14: 2x4 SP N6.1 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 midpt 6-15, 8-12, 9-11 REACTIONS. (lb/size) 2=1651/0-8-0, 11=1576/0-3-8 Max Horz 2=276(LC 9) Max Uplift 2=-791(LC 10), 11=-697(LC 10) Max Grav 2=1707(LC 15), 11=1599(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 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 =-1 650/2885, 17-18=-1641/2937, 15-17— 1809/3066, 11-12=-999/1451 WEBS 3-21 =-1 467/960, 18-21 =-I 860/3315, 3-18=-610/1116, 5-18=-997/1719, 5-17=-88/501, 6-15=-656/406, 12-15=-1116/2068, 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=124mph; TCDL=4.2psf; 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, Interior(1) 2-8-0 to 9-4-2, Exterior(2) 9-4-2 to 20-7-14, Interior(1) 20-7-14 to 26-0-2, Extedor(2) 26-0-2 to 37-3-14, I9terior(1) 37-3-14 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 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 11 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=791, 11=697. Walter P. Finn PE No.22836 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 9,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITe1k8 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 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 with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Guall1Ftyy CrBeda, DSB-69 and BCSI Buldtrp Component. 6904 Parke East Blvd. SafotV Intormatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 28/2 WATER STONE / SLC T18852617 2177638 D17 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Dec 9 12:35:24 2019 Page 1 ID:6gDIOH2OVegiNkisxoNemzyuULB-7SYauNZDgz3kx)dQFldTyyygVX?LbpRKWOjV4OyAhwH r1-4 q 5-3-8 7-7-8 11-2-4 17-0.0 23-4.0 29-8.0 35-6-4 42-3-8 1 4 0 5-3-8 2-4.0 3-6-12 5-9-12 6-4-0 6-4-0 5-10-4 6-9.4 3x6 = 6.00 12 5x8 = 2x4 11 6 277 28 5xB = 29 30 8 22 21 `� 14 13 12 11 6x8 = 2x4 11 23-4-0 29.8-0 2x4 11 5x8 = 3xB = Scale = 1:79.0 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 CSI. TC 0.98 BC 0.90 WB 0.98 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) 0.55 20 >920 240 Vert(CT) -0.93 18-19 >542 180 Horz(CT) 0.37 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 268lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-6 oc purlins, BOT CHORD 2x4 SP No.2 `Except' except end 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 No.3 *Except' 10-0-0 oc bracing: 19-21, 13-15 10-11: 2x6 SP No.2, 19-22,3-19: 2x4 SP No.2 WEBS 1 Row at midpt 5-18 REACTIONS. (lb/size) 2=1659/0-8-0, 11=1583/0-3-8 Max Harz 2=317(LC 9) Max Uplift 2=-787(LC 10), 11— 693(LC 10) Max Grav 2=1712(LC 15), 11=1602(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3213/1903, 3-4=-6438/3758, 4-5=-6495/3793, 5-6=-2925/1973, 6-7=-2579/1946, 7-8=-2579/1946, 8-9=-2486/1773, 9-1 0=-1 874/1281, 10-11=-1537/1108 BOT CHORD 2-22=-1697/3039, 18-19=-2282/3951,_16-18=-1412/2688, 15-16=-1223/2219, 8-15=-155/547 WEBS 5-19=-1359/2839, 5-18=-1498/1024, 6-18=-428/1018, 6-16=-168/301,'7-16=-387/428, 8-16=-381/666, 9-12— 967/775, 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5111; Cat. II; 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 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) 35-6-4 to 38-0-12, Exterior(2) 38-0-12 to 42-0-12 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for 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 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 at=lb) 2=787, 11=693. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'MIP7473 rev. fe/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �- a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Cdtedo, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infolmatbravailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 4 City Ply LOT 28/2 WATERSTONE / SLC T18852618 2177638 D19 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Dec 9 12:35:26 2019 Page 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-4ggKJ3aTCbJSBESpNSty1N13vKjA3kgc_iCc9vyAhwF 11-4-q 4-0-0 6-8-0 , 12-3-12 19-0-0 27-8-0 %10�1 35-5.0 _ 42-3.8 1-4-0 4.0-0 2-8.0 5-7-12 6-8.4 8-8.0 -2- 6-7-0 6-10-8 5x6 = 6.00 12 5x6 = 2x4 11 727 B Scale = 1:79.0 0 db 1 o I9 N N 21 20 14 13 12 11 3x6 — 5x8 = 3x4 = 2x4 11 5x8 = 3x8 = 4.0-0 6-8-0 12-3-12 19-0-0 28-10-0 35-5-0 42-3-8 4-6-0 2-8-0 5-7-12 6-8-4 9-10.0 6-7-0 6-10-8 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],[16:0-4-12,0-3-4],[17:0-5-8,0-3-0], [18:0-5-8,0-4-0] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress [nor YES BCDL 10.0 Code FBC20171rP12014 CSI. DEFL. . in (loc) I/deft Ud TC 0.79 Vert(LL) . 0.85 19 >597 240 BC. 0.81 Vert(CT). -1.17 19 >432 180 WB 0.94 Horz(CT) 0.55 11 - n/a n/a 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.I WEBS WEBS 2x4 SP No.3 *Except 3-21,10-11: 2x6 SP No.2, 18-21,4-17,7-16: 2x4 SP No.2 3-18: 2x4 SP No.1 REACTIONS. (lb/size) 2=1656/0-8-0, 11=1575/0-3-8 Max Harz 2=358(LC 9) Max Uplift 2=-788(LC 10), 11=-697(LC 10) Max Grav 2=1680(LC 15), 11=1575(LC 1) FORCES. (lb) - 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, 5-6=-2581/1792, 6-7=-2266/1713, 7-8=-2327/1827, 8-9=-2426/1713, — 9-101872/1245, 10-11=-1511/1078 BOT CHORD 2-21=-1681/3069, 20-21=-204/356, 4-18=-1892/3691, 17-18=-4940/9094, 16-17=-2051/3690, 15-16=-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= 304/753, 7-16=-136/458, 7-15=-374/748, 12-15=-1022/1688, 9-15=-207/686, 9-12=-907/721, 10-12=-977/1632 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 284 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 4-4-7 oc bracing. Except: 10-0-0 oc bracing: 18-20, 13-15 1 Row at midpt 1 4-17, 5-16 NOTES- i ) 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=401ft; 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 13-4-2, Extedor(2) 13-4-2 to 33-3-14, Interior(1) 33-3-14 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) .This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.0p9f 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. Walter P. Finn PE No.22839 7) Bearings are assumed to be: , Joint 11 SYP No.2 crushing capacity of 565 psi. MiTek USA, Inc. FL Cart 6634 8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 6904 Parke East Blvd. Tampa FL 33610 capacity of bearing surface. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=788,11=697. December 9,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify,the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-69 and BCSI Building Component Safety Infoenatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ' Oty Ply LOT 28/2 WATERSTONE / SLC T18852619 2177638 D21 HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Dec 9 12:35:27 2019 Page 1 ID:6gD IOH2OVegi Nkl sxoNemzyuULB-Yi Ei W Ob5zuRJoO1 ?w9ABaaaDvk30oB6mCMyAhLyAhwE 1-4- 6-3-0 13.7-8 21-0-0 25-8-0 28-10.0 35-5.0 42 4- 6-3-0 7-4-8 7-4-8 4-8.0 3-2% 6-7-0 6-10-6 5x6 = 6.00 12 Scale = 1:82.7 5x6 = 19 13 12 11 10 3x6 = 3x6 I 2x4 11 5xB = 3xB = 7-10-0. 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 CSI. TC 0.84 BC 0.77 WB 0.92 Matrix-MSH DEFL. in (loc) I/clef] Ud Vert(LL) -0.22 14-15 >999 240 Vert(CT) -0.39 14-15 >999 180 Horz(CT) 0.08 10 n/a . n/a PLATES GRIP MT20 244/190 Weight: 266 lb FT = 20% LUMBER- BRACING-. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 3-19,7-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. Except: WEBS 2x4 SP No.3'Exoept* 10-0-0 oc bracing: 12-14 9-10: 2x6 SP No.2 WEBS 1 Row at midpt 4-15, 6-15 REACTIONS. (Ib/size) 2=271/0-8-0, 19=159B/0-3-0, 10=1339/0-3-8 Max Harz 2=399(LC 9) Max Uplift 2=-281(LC 10), 19=-861(LC 10), 10=-592(LC 10) Max Gram 2=272(LC 19), 19=1669(LC 15),.10=1372(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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, 9-1 0=-1 309/904 BOT CHORD 18-19— 1679/982, 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=-98/461, 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=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, Interior(1) 2-8-0 to 15-4-2, Exterior(2) 15-4-2 to 31-3-14, Interior(1) 31-3-14 to 38-0-12, Extedor(2) 38-0-12 to 42-0-12 zone; 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 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 = I O.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 ANSIITPI 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=281,19=861,10=592. Walter P. Finn PE NoI2839 MiTek USA, Inc. FL Cad 09 6904 Parke East Blvd. Tampa FL 33810 Date: December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MEEK REFERANCE PAGE 111II-7473 rev. f0/03/2015 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Qualify Criteria, DSO-89.and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatlorlavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 28/2 WATERSTONE / SLC T18852620 2177638 E7 Jack -Open Truss 34 1 Job Reference (optional) esumers rirsiouurce triani UIry, rLl, riani uicy, M - aaoot, -1-4-0 6 0.44U 5 JUI 14 4U I U MI I UK II IUUbLI IUb, 1116.IVIUI I UUU- V I-0-00 — IV FOVU ID:6gDIOH2OVeglNklsxoNemzyuULB-MAbznSgsYkCSWJU9HQHbgrgG597EC70ebIPUu?yAhw8 700 7-0-0 7-0-0 Scale = 1:22.6 Plate Offsets (X,Y)-- [2:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.79 Vert(LL) 0.19 4-7 >436 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL . 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-161(LC 10), 2=-1.79(1_C 10) Max Grav 3=199(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=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 Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 3=161, 2=179. Walter P. Finn. PE No.22839 MiTek USA, Inc, FL Cart 6634 6904 Parke. East Blvd. Tampa FL 3300 Date: December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors, This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Cdtedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informallonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 3) 2, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type a ° Oty Ply LOT 28/2 WATERSTONE / SLC T18852621 2177638 E7V Jack -Open Truss 3 1 Job Reference (optional) builders hlrsibource tF iant l:ny, FL), Flam L:ny, FL - 33bbf, H.Z4U 5 Jul 14 ZU le MI I eK InaU51rleb, mu. ivrun um; a iZ:oa:aa cu ra rdye r ID:6gDIOH2O_VeglNklsxoNemzyuULB-MAbznSgsYkCSWJU9HOHbgrgGk95sC70ebIPUu?yAhwB -1-4.0 3-8.4 7.0-0 , .1-4.0 3-8-4 3-3-12 i 3x6 Scale = 1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.27 4-7 >312 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.23 4-7 >364 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 . Horz(CT) -0.02 . 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 27 lb FT = 20% LUMBER - TOP CHORD 2x4.SP No.2 BOT CHORD 2x4 SP N0.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=156/Mechanical, 2=33610-8-0, 4=94/Mechanical Max Horz 2=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. (lb) - 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 puffins. 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=4.2psf; 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 Extedor(2) zone;C-C for members and forces & MW FRS for -reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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) 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/TPI 1 angle to grain formula.. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=146,2=172. Walter P. Finn. PE No.22839 MiTek USA, Inc. FL Cart MU 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 :WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is. based only upon parameters shown, and is for an individual building component, not '- a truss system. Before use, the building designer must verify the applicabllity 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 bracing MiTek' is always requiredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdterla, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply LOT 28/2 WATERSTONE / SLC T18852622 217763E E7VA. Jack -Open Truss 1 1 Job Reference (optional) tsuuaers rrrsroource trrant uny, rL1, ridnt ugly, rL- 00001, �.� .�, +— ,•,, , _� ,,,���,,,�� ,,,�. ,•,, .,,,,, - - . --�-- . ID:6gDIOH2OVegl Nk1 sxoNemzyuULB-rN9M_09VJ2KJ8T3Lr7ogM2MYMZaaxXDopy81 RRyAhw7 1-4.0 5.1.8 , -- 7-0-0 1.4.0 5-1-8 1-10-8 Scale =1:22.6 3x4 518 5-1-8 711 1-10.8 Plate Offsets (X Y)-- 12:0-1-13 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (log) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.05 7-10 >999 .180 BCLL 0.0 Rep Stress Incr YES WB .0.20. Horz(CT) 0.01. 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 29 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=-15/Mechanical, 2=336/0-8-0, 5=265/Mechanical Max Horz 2=241(LC 10) Max Uplift 4=-20(LC 15), 2=-172(LC 10), 5=-168(LC 10) Max Grav 4=9(LC 10), 2=341(LC 15), 5=310(LC 15) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=420/329 BOT CHORD 2=7=-531/401, 6-7=-476/349 WEBS 3-6=-483/658 BRACING - TOP CHORD. Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-9-8 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=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 nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s)' 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=172, 5=168. Walter P. Finn. PE No.NO MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � o,truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� M ffek" 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/1PI1 Quality Cdtorla, DSB-69 and SCSI Building Component . 6904 Parke,East Blvd. Safety Intonnationavailoble from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type + ' City Ply LOT 2B/2 WATERSTONE / SLID T18852623 217763E E7VB Jack -Open Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Dec 9 12:35:35 2019 Page 1 ID:6gDIOH2OVeglNklsxoNemzyuULB-JZjkC7h74MSAmdeYOrK3vGvjfywg KcubztyAhw6 1-4.0 3-1-8 7-0-0 1-4.0 3-1-8 3-10-8 Scale=.1:22.6 C 3x4 3.1-8 7-0-0 _ - 3-1-8 3-10-8 Plate Offsets (X,Y)-- (2:0-1-13,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. - in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.04 6-7 >999 180 BCLL 0.0 Rep Stress Incr. YES WB 0.23 HOrz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 31 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-5-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=89/Mechanical, 2=336/0-8-0, 5=1 61 /Mechanical Max Horz 2=241(LC 10) Max Uplift 4=-93(LC 10), 2=-172(LC 10), 5=-66(LC 10) Max Grav 4=106(LC 16), 2=341(LC 15), 5=183(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-642/594 BOT CHORD " 2-7=-816/630, 6-7=-755/564 WEBS 3-6=-586/784 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; h=15ft; B=45ft; L=40ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2) zone;C-C for members and forces & MW FRS for reactions shown;'Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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/TPI tangle 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, 5 except at=lb) 2=172. Walter P. Finn. PE No.22839 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33010 Date: December 9,2019 Q -WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI7-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII GuaIMV Criteria, DSO-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ' ` City Ply LOT 28/2 WATERSTONE / SLID T18852624 217763B E7VC JACK -OPEN TRUSS 1 1 Job Reference (optional) esmaers rtrst6ource triani uny, rL./, mani Uly, rs-- aaoo/, a.e4U s Jul 14 zUie mi i eK inuustries, inc. man ueo. a ie:ao:ao eu ra raye r ID:6gDIOH2OVegi NkisxoNemzyuULB-nIH6PTilrfal NnDkyYrIRTSrFMEOPOF5HFdBVKyAhw5 -1.4-0 2-1-B 7-0-0 1-4-0' 2-1-8 4-10-8 R 3.50 12 3x4 IN T O Scale = 1:22.6 2-1-8 4-10-8 Plate Offsets Offsets (X�-- [2:0-1-13,0-0-8]-- [2:0-1-13,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC 0.48 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 6-7 >999 180 BCLL . 0.0 Rep Stress ]nor YES WB . 0.29 Horz(CT) -0.02 5 n/a n/a. BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 32 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=112/Mechanical, 2=336/0-t}-0, 5=137/Mechanical Max Horz 2=241(LC 10) Max Uplift 4— 118(LC 10), 2=-172(LC 10), 5=-41(LC 16) Max.Grav 4=134(LC 15), 2=341(LC 15), 5=155(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.• TOP CHORD 2-3=-752/766 BOT CHORD 2-7= 1007/759, 6-7=-951/687 WEBS 3-7=- 181/252, 3-6=-696/964 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD ' Rigid ceiling directly applied or 5-7-3 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=5ft; Cat. 11; 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 nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) 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 100 Ito uplift at joint(s) 5 except Qt=lb) 4=118, 2=172. Walter P. Finn. PE No.22839 MiTek USA, Inc. FL Cart 6634 6604 Parke, East Blvd. Tampa FL 33610 Date: December 9,2019 A wARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M_ 11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPIT Quality Cdtedo, DSB-89 and BCSI Buldktg Component 6904 Parke East Blvd. Safety Informationovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type ` Qty Ply LOT 28/2 WATERSTONE / SLC T18852625 2177638 FGC Flat Truss 1 2 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Dec 9 12:35:36 2019 Page 1 ID:6gDIOH2OVegi Nki sxoNemzyuULB-nIH6PTilrfal NnDkyYrIRTSuBM9VPNZ5HFd8VKyAhw5 3-8-8 7-4-0 3-8-8 3-7-8 Scale = 1:34.3 1 6.00112 3x6 2 3 1.5x8 S Io 4x6 = 10 11 4 12 s a 8 3x6 11 3x4 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 6 LOADS IMPOSED BY SUPPORTS (BEARINGS). LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.02 4-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.04 4-5 >999 180 BCLL 0,0. " Rep Stress Incr . NO WB . 0.46 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-6: 2x4 SP No.1 REACTIONS. (lb/size) 3=1853/0-8-0, 6=2192/0-3-8 Max Harz 3=-193(LC 8) Max Uplift 3= 470(LC 8), 6=-658(LC 8) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6= 21921658, 2-3=-2849/694 BOT CHORD 4-5=-761/2692, 3-4=-761/2532 WEBS 2-5=-2882/866, 2-4=-558/2421 PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20% 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 10d (0.131 "a) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; 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 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=47016=658. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1175 lb down and 307 lb up at 1-4-12, and 1170 lb down and 305 Ib up at 3-4-12, and 1169 Ito down and 305 lb up at 5-4-12 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: 1-3=-54, 5-7=-20 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634, 6604 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/P015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not atruss 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 temporaryand 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, seeANSUTPII Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' ' Qty Ply LOT 28/2 WATERSTONE / SLC T18852625 2177638 FGC Flat Truss 1 2 Job Reference (optional) ounaers rlrsraource irianl cny, rLj, rlant (Illy, rL - asbbr, LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-1175(B) 11=-1170(B) 12=-1169(8) d.24u 5 Jul 14 Zul y Mr I eK Inaustnes, Inc. man uec u lz:3b::iti zu18 rage z ID:6gDIOH2OVegl Nk1 sxoNemzyuULB-nl H6PTilrfal NnDkyYrIRTSuBM9VPNZ5HFd8VKyAhw5 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' 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, seeANSVTP11 Quality Criteria, DSB-69 and BCSI Building Comporiont 6904 Parke.East Blvd. Safoty Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ` City Ply LOT 28/2 WATER STONE / SLC T18852626 217763E G Common Truss 8 1 Job Reference o tional csuuaers rusioource triam uty, Mi, • rrarn uny, rL - 00001, o.<vu a aw .1 — - ... �. ..' .— ..' — - . -I- . ID:6gDIOH2OVegl Nkt sxoNemzyuULB-FyrUdpjNcziu?xowW GMX_h_OSmXk8u5EWvNhi myAhw4 -1-4-0 5-9-4 11-0-0 16-2-12 22-0-0 23-4-0 1-4.0, 5-9.4 5-2-12 5-2-12 5-9-4 1-4-0 Scale = 1:39.5 4z6 = 4 I" 0 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-2-12 14.9-4 22-0-0 7-2-12 7-6-9 7-2-12 Plate Offsets (X Y)-- [2:0-1-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.10 8-10 >999 240 MT20 244/190 TCDL . 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.19 8-10 >999 180 BCLL 0.0 *. Rep Stress Incr YES WB 0.25 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 102 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=886/0-8-0, 6=886/0-8-0 Max Harz 2=-253(LC 8) Max Uplift 2=-468(LC 10), 6=-468(LC 10) FORCES. (lb) - 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=4.2psf; 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, 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) 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) 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 20.6psf 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. 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 bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=468, 6=468. Walter P. Finn PE No.22839 MiTek USA, Inc. F.L Cert 6634 6904 Parke, East Blvd. Tampa FL 33810 Date; December 9,2019 & WARNING -Verify design parameters and READ NOTES ON, THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVMII Quality Criteria, DSB$9 and SCSI Building Component 69D4 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply LOT 28/2 WATERSTONE / SLC T18852627 2177638 G1 Common Truss 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MI I ek Industries, inc. Mon Dec a 1e:35:38 2u19 rage 1 I D:6gDIOH2OVegl Nkt sxoNemzyuULB-j8Psg9j?NHgld4N74ztmXuXB?AtgtJ2NkZ6FaCyAhw3 1-4-0 5-9.4 11-0-0 16-2-12 21-8-0 1-4.0 5-9-4 5-2-12 5-2-12 5-5-4 Scale = 1:38.8 4x6 = 3x4 = 3x4 = : 3x4 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.12 7-9 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.21 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB .0.27 .. Horz(CT) . -0.03 . 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=799/0-4-0, 2=876/0-8-0 Max Horz 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 (lb) 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 PLATES GRIP MT20 244/190 Weight: 99 lb FT = 20% 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=15ft; B=45ft; L=40ft; eave=5ft; Cat. ll; 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 7-0-0, Exterior(2) 7-0=0'to 15-0-0, Interior(1) 15-0-0 to 17-8-0, Exterior(2) 17-8-0 to 21-8-0 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 2-070 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 joint(s) except Gt=lb) 6=36112=466. 6 IC? 0 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 0 WARNING - Verity design parameters and READ NOTES ON. THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ' a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, D513$9 and 11i Building Companenf 6904 Parke East Blvd. Safoty Infonnatbnavailobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ° City Ply LOT 28/2 WATERSTONE / SLC T18852628 217763B GX Common Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Uec 9 12:35:40 2019 rage 1 I D:6gDIOH2OVegl Nkl sxoNemzyuULB-fXW dFd Fvu4TsOW VBOvEcJcbCzhGLGLgCtbMe5yAhw1 1-4.0 11.0.0 22-0.0 23.4-0 1-4-0 11-0-0 11-0-0 1-4-0 0 1 Scale = 1:41.6 4x6 JX4 — 23 22 21 20 19 18 '17 16. 15 14 "`� — 22-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL I Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 13 n/r 180 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 13 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 12 n/a n/a BCDL 10.0. Code FBC2017/TP12014 Matrix-SH PLATES GRIP MT20 244/190 W eight: 115 Ib . FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 lb or less at joint(s) 20, 21, 22, 23, 17, 16, 15, 14 except 2=-152(LC_ 10), 12=-152(LC 10) Max Gram All reactions 250 lb or less at joint(s) 2, 19, 20, 21, 22, 23, 17, 16, 15, 14, 12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-100/283, 6-7=-1051424, 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; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=2ft; 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) 7-0-0 to 15-0-0, Exterior(2) 15-0-0 to 19-4-0, Corner(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 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) 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 ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 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 (jt=lb) 2=152, 12=152. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. co 3I17 a Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke. East Blvd. Tampa FL 33810 Date: December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qua1By Criteria, D81111-89 and IICSI Building Component 6904 Parke East Blvd. Safety Infomtatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria; VA 22314. Tampa, FL 33610 Job Truss Truss Type` ' City Ply LOT 28/2. WATERSTONE / SLC T18852629 2177638 WE GABLE 1 1 Job Reference (optional) Builders FirstSource (Plant City,,FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Dec 9 12:35:46 2019 Page 1 ID:6gDIOH2OVeg1 Nki sxoNemzyuULB-UhtuVugOUkgcaJ_fYfOerasZTOcsltOZap2gdyAhvx 6-7-4 12-8-0 t3-3-0 17-0-4 _ 21-4-0 22.8-0 , 1-4-0 6-7-4 6-0-12 -7- 3-9-4 4-3-12 1-4-0 5x8 = Scale = 1:43.9 0 a N 3x4 = 3x4 = 13-7-8 6-7-4 i .12-8-0 13-3-Q 21-4-0 i 6-7-4 6-0.12 -7 7-8.8 00.4-8 Plate Offsets (X Y)-- [6:0-6-0 0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.19 8-29 >498 240 MT20 244/190 TCDL - 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.15 8-29 >616 180 BCLL 0.0 ' Rep Stress Incr. YES WB 0.56 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 2=536/0-3-8, 6=300/0-3-8, 8=899/0-3-8 Max Horz 2=-250(LC 8) Max. Uplift 2= 363(LC 10), 6=-448(LC 10), 8=-398(LC 10) Max Grav 2=538(LC 19), 6=332(LC 20), 8=899(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-643/517, 3-4=-167/321, 4-5=-59/383, 5-6=-253/630 BOT CHORD 2-12=-364/605, 11-12=-364/605, 6-8=-430/214 WEBS 3-12=0/299, 9-11=-175/388, 4-9=0/414, 4-8=-812/0, 3-11= 691/438, 5-8=-312/477 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=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(i) 2-8-0 to 8-8-0, Exterior(2) 8-8-0 to 16-8-0, Interior(1) 16-8-0 to 18-8-0, Exterior(2) 18-8-0 to 22-8-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind'loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as,per ANSUTPI 1. 4) All plates, are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 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) except (jt=lb) 2=363, 6=448, 8=398. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 9,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MX7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® 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 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 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, seeANSIRPIi QualiBtyy CrBorlo, DSB-89 and SCSI Building Component Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ' Qty Ply LOT 28/2 WATERSTONE / SLC T18852630 2177638 H2 SPECIAL TRUSS 2 1 Job Reference (optional) Builders Firstbource (I'lant Ulty, FL), Nlant Gny, FL - 33b6/, t1.Z4U S JUI 14 Zu1 a Iv11 I eK Inau51ne5, Inc. Ivron uec U 14;03:vo cU 1 a rage I ID:6gDIOH2OVegl NklsxoNemzyuULB-037ewarHOL4Kgd82f336w?yv_CHKDm7sl.7XnvdyAhvv -1-4-0 6-7-4 12-8-0 13-3-0 17-0-4 21-4-0 22-8-0 1-0-0 6-7-4 6-0-12 -7- 3-9-4 4-3-12 1-4-0 5x8 = 6.00 F12 3x4 = 2x4 II 3x4 = Scale = 1:43.9 O a N 13-7-8 6-7.4 12-8-0 13-3-0 21-4-0 6-7-4 6-0-12 13 7-8-8 0-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.19 8-18 >498 240 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.15 8-18 >6f5 180 BCLL 0.0 Rep Stress Incr . YES W B .0.62 . Horz(CT) 0.02 . 8 n/a n/a . BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD' BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=536/0-3-8, 6=301/0-3-8, 8=898/0-3-8 Max Harz 2=-250(LC 8) Max Uplift 2=-364(LC 10), 6=-449(LC 10), 8=-396(LC 10) Max Grav 2=539(LC 19), 6=333(LC 20), 8=898(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 641/515, 3-4=-167/324, 4-5=-60/386, 5-6=-254/633 BOT CHORD 2-12=-361/600, 11-12=-362/596, 6-8— 433/214 WEBS 3-12=0/299, 9-11=-178/391, 4-9=0/416, 4-8=-808/0, 3-11=-685/437, 5-8=-312/478 PLATES GRIP MT20 244/190 Weight: 108 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; 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, Interior(1) 2-8-0 to 8-8-0, Exterior(2) 8-8-0 to 16-8-0, Interjor(1) 16-8-0 to 18-8-0, Extedor(2) 18-8-0 to 22-8-0 zone; porch right exposed;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 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=364,6=449,8=396. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 9,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI FEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® 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 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 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, seeANSU1Pit Qualify Cdteda, D1113-89 and BCSI Building Component 6904 Parke East Blvd. Sofoty Infomraflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t Qty Ply LOT 28/2 WATERSTONE / SLID TlBB52631 217763E H3 MONOPITCH TRUSS 3 1 Job Reference (optional) cunaers rusisource triant Lrry, rLl, riant uuy, ram- aaoor, o.—..,.' rY —ra ,V, 11— � -- . nUo ID:6gDIOH2OVegi Nkl sxoNemzyuULB-NS7PLGtXYzL23wHQnU5aOQ1 C47vwhnPBVROt_WyAhvt -1-4-0 4-11-11 7-3-8 1-4.0 4-11-11 2-3-13 Scale = 1:23.5 2 axe 4 7-3-8 Plate Offsets (X Y)-- [2:0-2-9 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.33 5-8 >262 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.27 5-8 >314 180 BCLL , 0.0. ' Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-1 oc bracing. REACTIONS. (Ib/size) 2=343/0-3-8, 5=258/0-3-8 Max Harz 2=246(LC 10) Max Uplift 2=-319(LC 10), 5=-296(LC 10) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 2-5=-389/168 WEBS 3-5=-262/605 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Bpsf; 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, Interior(1) 2-8-0 to 3-1-12, Exterior(2) 3-1-12 to 7-1-12 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be:.Joint 2 SYP No.2 crushing capacity of 565 psi. 5) Provide mechanical connection (by others) of truss to,bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=319, 5=296. . Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke. East Blvd. Tampa FL 33610 Data: December 9,2019 Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 114I1-7473 rev. 10/0342015 BEFORE USE. Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not �- o.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII GualH Criteria, DSB-89 and BCSI Buiding Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 28/2 WATERSTONE / SLC T18852632 2177638 H4E SPECIAL TRUSS 1 1 Job Reference o tional builders Hrst50urce triant Lmy, F-L), mant L:ny, t-L - 33bb/, tl.Z4U S JUI 14 ZUI U ml I eK mausmes, Inc. man Uec u Iz:3b:b3 zu iu rage I ID:6gD10H2OVeg1 Nkl sxoNemzyuULB-nl p)(.-HvPrujcwO07SdeHd3fmND37u9vbBPFYbryAhvq 1-4.0 4-0-0 8-0-0 9-4-0 , 1-4-0 4-0-0 4.0-0 1-4-0 . 4x6 = 3 3x4 = Scale = 1:19.7 4-0.0 B-0.0 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 &12 >999 240 MT20 _ 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.03 6-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MatrixrMP Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD: Rigid ceiling directlyapplied or.7-9-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=368/0-3-8, 4=368/0-3-8 Max Harz 2=109(LC 9) Max Uplift 2=-387(LC 10), 4=-387(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-373/804, 3-4=-373/804 BOT CHORD 2-6=-515/292', 4-6- 515/292 WEBS 3-6=-430/181 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=38714=387. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a.truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding 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 with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Criteria, DSB-69 and SCSI Bu9ding Component 6904 Parke East Blvd. Safety InformaHorwvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type �`✓R city. Ply LOT 28/2 WATERSTONE / SLC T18852633 2177638 PB . Piggyback Truss 5 1 Job Reference (optional) Builders FirstSource (Plant City, FL); Plant City, FL - 33567, 8.240 s Jul 14 2U19 mr I eK Industries, Inc. man uec 9 72:3b:bb 2079 rage i I D:6gD IOH2OVegl Nkl sxoNemzyuULB•BcUgcJxI8p5Bnrla7lC_FhHNpQ7X5W i 1 tNTCBAyAhvn 2-4-0 4-8-0 2-4-0 P-4-0 3x4 = Scale =1:9.0 TOP CHORD UNDER PIGGYBACKS TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. 2x4 = TYPICAL. 2A = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defy Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) We 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 FBC2017fTP12014 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 100 lb or less at joint(s) 1, 2, 4 Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 2, 4 , FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; 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 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 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 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. Walter P. Finn.PE No.22839 MiTek USA, Inc. FL Celt GGU 6904 Parke. East Blvd. Tampa FL 33610 Date: December 9,2019 0 WARNING - Verify design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE, Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITOW Is always.requlred 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, seeAN$VrP1f Quality Criteria, DSB-89 and SCSI Bull Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 . . Job Truss Truss Type City Ply I LOT 28/2. WATERSTONE / SLC T18852634 2177638 PB1 Piggyback Truss 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), ; Plant City, FL - 33567, 2-0-0 2x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Uec 9 12:35:57 "LU19 Nage 1 I D:6gD IOH2OVegl Nkl sxoNemzyuULB-fo22pfywv6D2P?KmhSjDovpYXgTmgzyA61 DlkcyAhvm 1-0 , '4-8-0 4x6 II 4-8.0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ;I/deft Lid TCLL 2 I.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a - 999 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a 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[TP]2014 Matrix-P. LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. All bearings 4-8-0. (lb) - Max Horz,1=-37(LC,8) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 4 ,Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.1 PLATES GRIP MT20 244/190 Weight: 11 lb. . FT .= 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; 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) 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 nonconcurrent with any other live loads. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb 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. Walter P. Finn. PE No,22839 MiTek USA, Inc. FL Cert 6634. 6904 Parke. East Blvd. Tampa FL 33610 Data: December 9,2019 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10/012015 BEFORE USE. • Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the 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 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, seeANSVMII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomnationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type— Qty Ply LOT 28/2 WATERSTONE / SLC T18852635 2177638 R7 JACK -.OPEN TRUSS 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, d.zau s ,rul T 4 zuiv mi i ek industries, Inc. Man Dec v 1 z;ao;ov za r v rnye r ID:6gDI0H2OVegl Nkl sxoNemzyuULB-cBAoEL_AQkTmeJT9otihtKvfod2ylhjTZKisoUyAhvk 1-10-10 3-0-0 9.10-1 1-10-10 3-0.0 6-10-1 2 NAILED NAILED NAILED '"" 5 LOADING (psf) SPACING- 2-0-0 CSI.' DEFL. in (loc) I/dell Lid TCLL I Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.26 5-8 >448 240 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.51 5-8 >231 .180 BCLL .0.0 Rep Stress [nor NO WB . 0.82 Horz(CT) 0.01. 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/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=-21 O(LC 8), 5=-17(LC 5) Max.Grav 4=195(LC 1), 2=443(LC 1), 5=304(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-866/391 BOT CHORD 2-5=-472/859 WEBS 3-5=-871/479 Scale= 1:22.2 PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% Structural wood sheathing directly applied or 5-3-4 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.8psf; h=15ft; B=45ft; L=40ft; eave=5111t; 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 100 lb uplift at joint(s) 5 except Qt=lb) 4=195, 2=210. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.146"x3.25') toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-4=-54, 5-6=-20 Concentrated Loads (lb) 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=-1O(F=-5, B= 5) 14=-50(F=-25, B=-25) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; December 9,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity 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 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, seeANSVIPII Quality Cdfedo, DSB-89 and SCSI Bu9dIng Component 6904 Parke East Blvd. Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312,.Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3�4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. - -I- For 4 x 2 orientation, locate plates 0-1r;b" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 . to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown -and/or by text in the bracing section of the output. Use T or I bracing If indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89:. Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing &:Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362; ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the. truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. - 2012 MiTekO All Rights Reserved M-!Tek � MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erectionr supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% of time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator: General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 2.0. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.